'iu 


^. 


V^'^-„Q. 


IMAGE  EVALUATION 
TEST  TARGET  (MT-3) 


1.0 


^  1^    IIIII2.2 

U      U4 


I.I 


11.25 


Photographic 

Sciences 

Corporation 


m^m»mamwsss^issmsmmum»M3immu 


33  WIST  MAIN  STMIT 

WnSTIR.N.Y.  UStO 

(716)l72-4»03 


mmtmsmmmMMn  iimmmmtmOtgtllfk 


CIHM/ICMH 

Microfiche 

Series. 


CIHM/ICMH 
Collection  de 
microfiches. 


Canadian  Institute  for  Historicai  IVIicroreproductions  /  institut  Canadian  de  microreproductions  historiques 


Technical  and  Bibliographic  Notes/Notes  techniques  et  bibliographiques 


The  Institute  has  attempted  to  obtain  the  best 
original  copy  available  for  filming.  Features  of  this 
copy  which  may  be  bibliographically  unique, 
which  may  alter  any  of  the  images  in  the 
reproduction,  or  which  may  significancly  change 
the  usual  method  of  filming,  are  checked  below. 


0 


Coloured  covers/ 
Couverture  de  couleur 


r^  Covers  damaged/ 


D 
D 


D 


Couverture  endommag6e 

Covers  restored  and/or  laminated/ 
Couverture  restaur6e  et/ou  pellicul6e 

Cover  title  missing/ 

Le  titre  de  couverture  manque 


I      I    Coloured  maps/ 


Cartes  g6ographiques  en  couleur 

Coloured  ink  (i.e.  other  than  blue  or  black)/ 
Encre  de  couleur  (i.e.  autre  que  bleue  ou  noire) 


D 


Coloured  plates  and/or  illustrations/ 
Planches  et/ou  illustrations  en  couleur 


Bound  with  other  material/ 
Reli6  avec  a'autres  documents 

Tight  binding  may  cause  shadows  or  distortion 
along  interior  margin/ 

La  reliure  serr^e  peut  causer  de  I'ombre  ou  de  la 
distortion  le  long  de  la  marge  intArieure 

Blank  leaves  added  during  restoration  may 
appear  within  the  text.  Whenever  possible,  these 
have  been  omitted  from  filming/ 
II  se  peut  que  certaines  pages  blanches  ajoutAes 
lors  d'une  restauration  apparaissent  dans  le  texte, 
mais.  lorsque  cela  Atait  possible,  cet  pages  n'ont 
pas  AtA  filmAes. 

Additional  comments:/ 
Commentaires  8uppl6mentaires. 


L'Institut  a  microfilm^  le  meilleur  exemplaire 
qu'il  lui  a  6t6  possible  de  se  procurer.  Les  details 
de  cet  exemplaire  qui  sont  peut-dtre  uniques  du 
point  de  vue  bibliographique,  qui  peuvent  modifier 
une  image  reproduite,  ou  qui  peuvent  exiger  une 
modification  dans  la  m^thode  normale  de  filmage 
sont  indiqu6s  ci-dessous. 


I      I    Coloured  pages/ 


D 
D 
D 
D 
D 


Pages  de  couleur 

Pages  damaged/ 
Pages  endommag^es 

Pages  restored  and/or  laminated/ 
Pages  restauries  et/ou  pellicul6es 

Pages  discoloured,  stained  or  foxed/ 
Pages  ddcolordes,  tachet6es  ou  piqu^es 

Pages  detached/ 
Pages  ddtachdes 


Showthrough/ 
Transparence 

Quality  of  print  varies/ 
Quality  indgale  de  I'impression 

Includes  supplementary  material/ 
Comprend  du  materiel  suppl^mentaire 

Only  edition  available/ 
Seule  Edition  disponible 

Pages  wholly  or  partially  obscured  by  errata 
slips,  tissues,  etc.,  have  been  refilmed  to 
ensure  the  best  possible  image/ 
Les  pages  totalement  ou  partiellement 
obscurcies  par  un  feuillet  d'errata,  une  pelure, 
etc.,  ont  M  filmAes  d  nouveau  de  fapon  d 
obtenir  la  meilleure  image  possible. 


This  item  Is  filmed  at  the  reduction  ratio  checked  below/ 

Ce  documttnt  est  filmA  au  taux  de  reduction  indiquA  ci-dessous. 

10X  MX  18X  22X 


26X 


30X 


X 


12X 


16X 


20X 


24X 


28X 


32X 


] 


ails 

du 

tdifier 

une 

nage 


The  copy  filmed  here  has  been  reproduced  thanks 
to  the  generosity  of: 

Library  of  Congress 
Photoduplication  Service 

The  images  appearing  here  are  the  best  quality 
possible  considering  the  condition  and  legibility 
of  the  original  copy  and  in  keeping  with  the 
filming  contract  specifications. 


L'exemplaire  filmA  fut  reproduit  grdce  d  la 
gAn^rositA  de: 

Library  of  Congress 
Photoduplication  Service 

Les  images  suivantes  ont  6t6  reproduites  avec  le 
plus  grand  soin,  compte  tenu  de  la  condition  et 
de  la  nettet^  de  l'exemplaire  film6,  et  en 
conformity  avec  les  conditions  du  contrat  de 
filmage. 


Original  copies  in  printed  paper  covers  are  filmed 
beginning  with  the  front  cover  and  ending  on 
the  last  page  with  a  printed  or  illustrated  impres- 
sion, or  the  back  cover  when  appropriate.  Ail 
other  original  copies  are  filmed  beginning  on  the 
first  page  with  a  printed  or  illustrated  impres- 
sion, and  ending  on  the  last  page  with  a  printed 
or  illustrated  impression. 


Les  axemplaires  originaux  dont  la  couverture  en 
papier  est  imprlmAe  sont  filmte  en  commenqant 
par  lb  premier  plat  et  en  terminant  soit  par  la 
dernidre  page  qui  comporte  une  empreinte 
d'impression  ou  d'illustration,  soit  par  le  second 
plat,  selon  la  cas.  Tous  les  autres  exemplaires 
originaux  sont  filmfo  en  commengant  par  la 
premiere  page  qui  comporte  une  empreinte 
d'impression  ou  d'illustration  et  en  terminant  par 
la  dernlAre  page  qui  comporte  une  telle 
empreinte. 


The  last  recorded  frame  on  each  microfiche 
shall  contain  the  symbol  ^^  (meaning  "CON- 
TINUED "),  or  the  symbol  V  (meaning  "END"), 
whichever  applies. 


Un  des  symboles  suivants  apparaitra  sur  la 
derniire  image  de  cheque  microfiche,  selon  le 
cas:  le  symbols  — ►  signifie  "A  SUIVRE",  le 
symbole  V  signifie  "FIN". 


Maps,  plates,  charts,  etc.,  may  be  filmed  at 
different  reduction  ratios.  Those  too  large  to  be 
entirely  included  in  one  exposure  are  filmed 
beginning  in  the  upper  left  hand  corner,  left  to 
right  and  top  to  bottom,  as  many  frames  as 
required.  The  following  diagrams  illustrate  the 
method: 


Les  cartes,  planches,  tableaux,  etc..  peuvent  dtre 
filmAs  A  des  taux  de  reduction  diff^rents. 
Lorsque  le  document  est  trop  grand  pour  Atre 
reproduit  en  un  seul  cliche,  il  est  film6  d  partir 
de  I'anglo  supArieur  gauche,  de  gauche  d  droite, 
et  de  haut  en  bas,  en  prenant  le  nombre 
d'images  nAcessaire.  Les  diagrammes  suivants 
illustrent  la  mAthode. 


rrata 
to 


pelure, 
nd 


n 


32X 


1  2  3 


, 

2 

3 

4 

5 

6 

'ii^ 


REPORT 


I 


>,  )  - 


ON  A 


nr* 


TER 

FpR  THE 

CITY  OF  WINNIPEG, 

MANITOBA, 
BY — 


RUDOLPH  HERING. 
New  Yoc^  A    X    X    September,  1697. 


...  V      .1  *<    ■ 


r* 


-/ 


INDEX. 


Assiniboine  River,  Description   of. .... . 1? 

"           *'       Purification  and  Softening  of. 19 

"       Cost  of  Plant 20 

"            "        Chemicals  required 21 

Artesian  Wells,  Description  of ; . . . ; . .  •  22 

"           Cost  of  Plant. 24 

"            Chemicals  required 25 

Analyses  of  Waters ;............,... \9 

Conclusions  from  Pumping  teat ... . . .  , 5 

Comparison  of  sources  of  supply .  31 

Canadian  Pacific  Railway  Well  test 45 

Description  of  present  Water  Works .i, , .,  ,     t 

Daily  Consumption  estimated ...........>........  12 

Distribution  system  Proposed 34 

••              "        Cost  of 37 

Data  assumed  in  Comparisons;  &c , ,.  53 

Hardness,  how  removed,  &c  . . 15 

Introductory 3 

Meters,  Use  of . . .  .*. 13 

Objectionable  Features  of  Present  Supply i 11 

Pumping   Experiments 4 

Poplar  Springs 6 

"          " 26 

"  ;       "      Cost  of  Plant 27 

",!..•,  !,'f?'r  Chemicals  tfequired 26 

Present  .system.  Utilization  of 38 

Ppymerits,  Methods  of  Proportioning • 39 

Prices,  Labbr  and  Materials . .  54 

Plates,  at  end  of  report ?  .  ■■ 

Soft  Water,  Advantages  of. 14 

Sources  of  Supply 17 

Softening  Waters,  Dr.  Button's  Report 52 

Utilization  of  Present  System 38 

Winnipeg  River 6 

"          '•      , , ,, 29 

"     Cost  of  Plant 31 


i.l 


1 


11 

19 
20 
21 
22 
24 
25 
49 
5 
31 
45 

r 

12 

34 

37 

53 

15 

3 

13 

11 

4 

6 

26 
27 
26 
38 
39 
54 

14 
17 
52 
38 
6 
29 
31 


msmfmmsmBmmmmftmmmsmmBmmsmmsmemmBimBsamm 


wmmmmwiBammmm^^mmmrfsmmmms^msmmmBmmmmmBmammBmmmmBSBmBmBm 


A 


Compliments  of 


RUDOLPH   HERING. 

Hydraulic  and  Sanitary  Engineer. 


100  WILLIAM  STREET, 
NEW  YORK. 


REPORT 


ON  A 


Future  Water  Supply 


FOR  THE 


CITY  OF  WINNIPEG, 


MANITOBA. 


BY- 


RUDOLPH  HERING.  X!>j^^„mH«^ 
New  York,    XXX    Sejrtember,  1697. 


'■■^jtK  ■t.^'.'5¥!!SSR" 


4160 


..-Si,  jtk-ilh.  A. Jill.  .lib..*.  .iti..A  A.. lit.  .(Iii, ,,ili.  .ih.jlli.  .*«.,*. 

MclNTYRE  Bros.,  Printers,  Winnipeg. 

•  ■•i|c  i[f  'lii'  ■%'■  i\\v  itt'  nv  w  W  '':!•■  'V  W  'W  V  W'lf  '11'' 


•  •• 
••• 


HH 


,  -tit-isWWS?^'-' 


« 


00 

^^i-^^^'iS^S 

£^;.T,'^y^.Viy-ni'   T'''»-,'  i   '    ■'■- 

.^ 

ts. 

• 

">. 

"S^ 

•   •  -         • 

'\ 

'  \,     ,' 

Vi> 

VJ 

U 

''"'i    'II   '  "'  'ii  iii"iri[in'"T"i' 


5% 


New  YoiiK,  August,  1897. 


T/iC  Fire,  Water  and  Light  Goraviittee,  of  Win'/iipeg,  Man. 

B.  E.  Chaffey,  Esq.,  Chairman. 

Gentlemen: 

Complying  with  your  request  and  in  accordance  with 
a  resolution,  passed  by  the  City  Council  on  February  22nd,  1897 
that  I  make  an  examination  and  report  on  certain  questions 
submitted,  concerning  the  water  supply  and  waterworks  for  the 
City  of  Winnipeg,  I  now  beg  leave  to  present  the  results  of 
my  investigation, 

I. 
INTPODUCTORY. 

The  questions  submitted  were  : 

(1)  What  is  the  best  source  of  supply,  taking  into  considera- 
tion the  quantity  and  quality  of  the  water  ? 

(2)  What  are  the  best  means  of  pumping,  filtering,  softening 
and  distributing  the  water  ? 

(3)  What  portion  or  the  present  system,  if  any,  can  be  used 
to  advantage  in  connection  with  the  recommended  system  ? 

(4)  A  revision  and  approval  of  plans. 

(5)  Subsequently  another  question  was  added  by  the  Chair- 
man, npniely:  What  method  of  proportioning  the  payment  for  such 
works,  is,  in  your  opinion,  most  equitable  and  proper  ? 

On  my  fvrrival  in  the  City  of  Winnipeg  on  March  23rd,  I  met 
the  members  of  your  Committee,  His  Worship  the  Mayor  and  Col. 
H.  N.  Ruttan,  City  Engineer.  Detailed  information  was  then  furn- 
ished me  regarding  the  present  status  of  the  waterworks  problem 


k 


s- 


i,-»«=»«w«a*««"!«mi««a«aMie5Ste»Bd(»ii3!^^^ 


■■;  ■.  I 


4 

and  also  the  results  of  the  previous  investigations  and  reports  that 
had  been  made  on  the  subject.  Mr.  Isaac  CaDipbell..  City  Solicitor, 
furnished  me  with  some  of  the  le^al  facts  in  the  case,  and  from 
Messrs.  Nanton  and  Bissett,  representing  the  Winnipeg  Waterworks, 
I  received  data  concerning  these  works  as  they  now  exist.  During 
that  visit  the  plant  was  inspected  and  a  general  examination  made 
of  the  territory  of  the  City  with  reference  to  the  subject  under 
discussion. 

By  the  courtesy  of  Mr.  Wm.  Whyte,  General  Superintendent 
of  the  Canadian  Pacific  Railway  Company,  it  was  ma<le  practicable 
to  undertake  a  pumping  test  to  show  the  yield  of  a  large  artesian 
well,  situated  on  the  Company's  grounds,  and  also  the  effect  of 
such  pumping  on  the  other  wells  in  the  neighborhood.  (Appendix  I). 
This  test  indicated  that  an  artesian  well  supply  for  the  city 
might  be  feasible,  and  Dr.  W.  A.  B.  Hutton,  professor  of  chemistry 
at  the  Manitoba  Medical  College,  was  requested  to  examine  bv 
well-known  methods  into  the  chemical  features  of  softening  such 
water,  and  also  other  waters  that  would  be  considered  available 
for  the  City's  supply.  Samples  for  analysis  and  softening  were 
selected  from  artesian  wells  in  tbe  western  part  of  the  City,  and 
from  the  Poplar  Springs  lying  about  17^  miles  north  of  City 
Hall.  The  water  of  the  Assiniboine  River,  the  present  source  ot 
supply,  had  previously  been  analyzed  and  reported  upon,  and  it 
was  therefore  not  further  examined.     (Appendix  II). 

Besides  these  investigations,  a  number  of  maps,  profiles  and 
topographical  data  were  prepared  and  compiled  at  my  request, 
prior  to  the  second  visit  to  your  City,  which  was  made  in  July. 

The  pumping  experiments  at  the  Canadian  Pacific  Railway 
well,  conducted  during  the  last  days  of  March,  had  meanwhile 
been  worked  up.  Profiles  of  the  water  levels  in  many  private  and 
public  wells  of  the  neighborhood  had  been  plotted,  and  from  these 
Plate  I  was  compiled.  One  profile  shows  the  levels  on  Sunday, 
March  28th  after  pumping  had  Vieen  stopped  for  a  day,  another 
repre,sents  the  levels  at  ordinary  times,  and  was  taken  on  March 
27th  ;  and  a  third  shows  the  levels  when  the  pump  was  throwing 
water  at  a  maximum  practicable  rate. 

Plate  I.  shows  two  sections,  one  along  the  line  of  the  Canadian 
Pacific  Railroad  and  another  at  right  angles  to  it,  both  passing 
through  the  test  well. 

The  latter  section  shows  approximately  how  far  in  a  lateral 
direction  the  draft  from  this  one  well  extended  during  the  time  of 
maximum  pumping,  namely,  from  south  of  Pacific  Avenue  to  north 


nd  reports  that 
,  City  Solicitor, 
lase,  and  from 
!g  Waterworks, 

exist.  Durino; 
mination  made 

subject  under 

Superintendent 
lade  practicable 
large  artesian 
)  the  effect  of 
I.  (Appendix  I). 

y  for  the  city 
or  of  chemistry 
to  examine  by 

softening  sucn 
Jered  available 
softening  were 

the  City,  and 
north  of  City 
?sent  source  of 
d  upon,  and  it 

). 

3s,  profiles  and 
at  my  request, 
lade  in  July. 
Pacific  Railway 
had  meanwhile 
any  private  and 
and  from  these 
els  on  Sunday, 
a  day,  another 
aken  on  March 
p  was  throwing 

of  the  Canadian 
it,  both  parsing 

T  far  in  a  lateral 
iring  the  time  of 
Avenue  to  north 


of  Dufierin  Avenue,  in  all  a  distance  of  about  4000  feet.  The 
other  section  shows  that  the  effect  of  this  pumping  was  lost  at  the 
Dog  Pound,  was  slight  at  the  Fair  Grounds  and  was  quite  material 
easterly  of  the  tested  well. 

From  these  results,  and  from  the  further  statement  made  to 
me,  that  at  low  water  in  the  Red  River  there  are  innumerable 
small  springs  emptying  into  its  bed,  we  may  conclude ; 

(1)  That  the  artesian  wells  in  the  City  generally  draw  from 
the  same  underground  source. 

(2)  That  this  draft,  when  the  water  had  been  lowered  to  a 
depth  of  +11  feet  above  city  (jatum,  extended  to  a  distance  of 
about  2000  feet  in  a  southerly  and  about  2000  feet  in  a  northerly 
direction.  The  draft  was  noticed,  however,  at  a  much  greater 
distance  in  a  westerly  direction,  and  at  a  still  greater  distance  in 
an  easterly  direction,  indicating  a  western  source  for  the  artesian 
water. 

(3)  That  there  is  a  downward  slope  of  the  natural  water 
level  of  these  wells  in  an  easterly  direction,  both  when  pumping 
hi  d  ceased  for  a  day  and  when  it  had  been  continued  for  a  day  at 
the  maximum  rate  of  flow. 

(4)  That  this  maximum  rate  of  flow  at  the  Canadian  Pacific 
Railway  well  after  a  day's  continuous  pumping  was  at  the  rate  of 
about  150,000  gallons  per  24  hours,  or  about  ^  of  a  cubic  foot  per 
second. 

(5)  That,  in  view  of  these  observations,  and  further  justified 
by  the  geological  formation  of  the  near  country,  there  is  a  continu- 
ous flow  of  water  from  the  west,  through  crevices  and  fissures  in 
the  limestone  rock,  into  the  Red  River. 

(6)  The  continuous  flow  increases  with  the  depth  to  which 
the  water  is  pumped,  because  this  can  then  be  drawn  from  a  cor- 
respondingly greater  distance  and  therefore  from  a  larger  territory. 
At  a  depth  of  +4  feet  above  city  datum,  or  about  30  feet  below 
the  surface  of  the  ground  in  the  western  part  of  the  City,  it  is,  in 
my  opinion,  reasonable  to  expect  on  average  daily  flow  of  at  least 
40  cubic  feet  per  lineal  foot  on  a  lino  running  about  north  and 
south  and  extending  north  of  the  City. 

Dr.  Hutton's  report,  dated  July  17th  (Appendix  III),  indicates 
the  quantity  of  lime  and  soda  with  which  the  water  of  the  City 
wells  and  that  of  the  Poplar  Springs  could  be  rendered  satisfactory 
for  domestic  and  boiler  purposes. 

On  August  9th,  in  the  presence  of  Mr.  Chaffoy,  Col.  Ruttan 
and  myself,  Dr.  liutton  experimented  on  the  softening   of  the 


U 


I 


S-*r^3iB*SE.'K?PS!K^TTP!'^?^Sg( 


I**-' 


6 

water  obtained  from  the  Ross  Avenue  wells,  using  the  amounts 
Tflim.  and  soda  stated  in  his  report.  The  demonstration  was 
satistac.  ry,  as  the  water  was  not  only  softened  but  found  to  have 
been  improved  also  in  taste.  ,     ,         .  j 

In  view  of  the  favorable  report  on  the  natural  charpcter  and 
hardness  of  the  Poplar  Springs  water,  a  visit  was  made  to  the 
sprinc^s  on  July  27th.  The  water  was  then  found  to  be  excellent 
in"  aste  and  appearance,  and  another  sample  was  taken  and  sent 
t^  Dr  Edgar  B.  Kenrick.  Professor  of  Chemistry  in  the  University 
of  Manitoba,  for  analysis.  (Appendix  "^.^n.approxmmte  gaug- 
ing was  made  by  float  measurements  which  indicated  a  flow  ot 
!"3  cubic  feet  per  second,  or  at  the  rate  of  2,854,000  gallons  per 

**''^"  There  are  other  springs  in  the  neighborhood,  and  it  was  said 
that  borings  have  always  yielded  water  wherever  ^e"«  ;^«^«  «"'?^ 
on  the  territory  between  the  springs  and  Stony  Mountain,  the 
water  flowing  out  on  the  surface  in  every  case.  ,    ,,    , 

Stonv  Mountain  is  formed  of  limestone  rock,  similar  to  that 
underlvint?  Winnipeg  and  cropping  out  at  the  City  quarries.  There 
can  hardly  be  a  doubt  that  the  entire  territory  between  the  moun- 
tain and  the  City  is  underlaid  by  the  same  hmestone  formation, 
and  therefore  would  yield  water  by  boring  into  it. 

This  rock  is  slightly  soluble  in  water  and  the  solution  makes 
the  water  hard  after  it  has  long  been  in  contact  with  the  r«>ck 
The  gradual  dissolving  of  the  limestone  by  the  flowing  water  has 
caused  the  originally  minute  fissures  to  enlarge  and  multiply  in 
numb  r  betweL  the%oints  where  tli.  rock  has  been  penetra  ed  by 
the  rain,  river  or  lake  waters  and  the  Red  River,  where  it  now 
finds  outlets  and  freely  flows  off". 

Any  defi-'.iency  in  the  water  found  in  the  Poplar  Springs  could 
therefore  be  made  up  by  wells  bored  along  the  line  of  the  co"d",t 
either  near  the  Springs  or  between  them  and  the  City.  (A  profile 
of  this  conduit  is  shown  on  Plate  II.) 

A  report  was  made  to  the  City  Council  in  February,  lS9i>,  by 
Mr.  Walter  Moberly.  C.E..  advor>r,ting  the  Winnipeg  River  as  the 
best  source  of  supply  for  the  ^.i-y.  ,    ,     ^  , 

His  grounds  for  urging  this  source,  which  had  also  been  urged 
by  others  are  apparently  that  the  supply  is  plentiful  and  the 
water  soft.  No  engineering  data  existed  by  which  the  merits  of 
Uitplan  for  supplying  the  City  could  be  definitely  a.cer  a.ned 
and  therefore  it  was  determined  to  have  a  survey  made  of  the  best 
line  along  which  a  conduit  could  be  built,  also  to  make  a  personal 


i(59s?;lftSJs"^' 


g  the  amounts 
lonstration  was 
t  found  to  have 

I  charpcter  and 
18  made  to  the 
to  be  excellent 
taken  and  sent 
1  the  University 
jroxiniate  gaug- 
cated  a  flow  of 
[)00  gallons  per 

,  and  it  was  said 
wells  were  sunk 
iT  Mountain,  the 

similar  to  that 

quarries.   There 

iween  the  moun- 

stone  formation, 

!  solution  makes 
ct  with  the  rock, 
lowing  water  has 
and  multiply  in 
en  penetrated  by 
p,  where  it  now 

liar  Springs  could 
le  of  the  conduit, 
City.    (A  profile 

jbruary,  1S95,  by 
leg   River  as  the 

,d  also  been  urged 
(lentiful  and  the 
ch  the  merits  of 
litely  ascertained, 
'  made  of  the  best 
make  a  personal 


visit  to  the  river  and  to  have  the  water  analyzed.  Tt  was  a  favor- 
able time  for  a  visit  and  for  making  an  analysis,  because  the 
water  was  probably  at  its  least  good  condition,  owing  to  the  large 
amount  of  vegetable  matter  foundin  such  iri vera  during  the  latter 
part  of  the  summer.  (■  .  , 

Colonel  Ruttan,  City  Engineer,  accompanied  me  on  this  inspec- 
tion made  July  3lst:  The  profile  of  the  route  (Plate  II)  and  the 
chemical  analyses  of  the  water  (Appendix  II)  are  attached  to.  this 
report. 

The  present  source  of  the  City's  public  water  supply  is  the 
Assiniboine  River,  and  it  is  also  available  for  supplying  the  city  in 
the  future.  No  inspection  cf|this  river  was  made  by  me,  other 
than  within  the  city  limits,  as  several  reports*  had  already  been 
made  thereon,  and  as  little  else  could  be  gained  from  further  in- 
vestigation. 

In  case  this  source  might  bo  found  preferable  to  the  others 
that  have  been  proposed,  it  would  be  desirable  to  retain  as  much 
of  the  present  waterworks  plant  as  could  be  used  to  advantage  in 
connection  with  new  works.  Another  examination  was  therefore 
made  of  the  pump  house  on  August  5th,  and  an  interview  had  with 
Mr.  Bissett  on  August  7th.     A  brief  description  follows  : 

The  works  are  owned  by  The    Winnipeg   Waterworks  Com- 

Eany,  E.  H.  Bissett,  Esq.,  Manager.  The  charter  was  granted 
►ecember  23rd,  1880,  but  they  were  not  put  in  operation  until 
1882.  The  franchise  is  exclusive,  and  was  awarded  for  a  terra  of 
twenty  years,  therefore  terminating  December  23rd,  1900. 

The  source  of  supply  is  the  Assiniboine  River.  The  intake 
and  pumping  station  are  located  at  Armstrong's  Point  on  the  north 
bank  of  the  river  just  below  Maryland  street  bridge,  and  near  the 
lower  end  of  Mulligan  Avenue. 

The  station  consists  of  an  old  and  a  new  plant  adjoining  each 
other  and  surrounded  by  ornamental  grounds.  The  buildings  and 
grounds  are  in  good  condition. 

A  brick  conduit  or  tunnel,  30  inches  in  diameter,  draws  the 
wau  for  the  old  plant  from  the  edge  of  the  low-water  channel 
and  discharges  it  into  a  pump-well  under  the  engine  room  erected 
near  the  bank  of  the  river.  Its  present  condition  was  not  ascer- 
tained. 


tt  PooTNOTK  ;  Report  on  thn  Afwinllmino  Klvor  iind  Arteslun  Wolls  iw  sources  of  supply 
Uy  H   N.  ifiitiim,  City  KnKlneor.  Ocloljcr  20ih,  l«W. 


»!B«ies<siBa»»w^ 


•ill 


TKn  m«<.Viinfirv  was  built  by  R.  Laidiaw  &  Son,  Glasgow,  and 
conits  o?^o  ve^ira^pXs.  double  acting  and  driven  by  cranks 
fZ  a  shaft  T^e  8ha?t  is  turned  by  gearing,  driven  by  two 
enZes  qu"Wi^^^^  the  same.  The  engines  are  double  honwrn- 
J  JS?p3are^and  condensing,  but  not  compounding.  The  nom- 
JnLl  SsrSwer  issaid  to  be  60,  and  the  original  capacity  was 
ratld  rrSSo  oSo  gdlons  per  day.    Their  present  condition  is  not 

^^^'Afthe  nresent  time  the  Laidiaw  pumps  are  used  only  to 

°'  "  ThTnettm^g  .t»«on  w«  completed  in  1894  ^  .  -w 

'tl^»t■n1oSg  .Uh.  intak.    Its  p,«enl  coodmoo  w« 
not  Mcertained,  but  was  stated  to  be  good.  .   ^  p„ 

The  pumping  m«=hinety  wjs  built  by  Arthu,  J.  Loret.  &  Co., 
of  Mlentown,  Pa.,  and  was  ftnished  m  189*.  ,        , .  .    .„,„ 

The  pumping  engine  is  of  the  waging  beam  '?{».  W*"'J' 
and  oomtSunI  t)ne  end  of  the  beam  is  connected  with  *«  P'stj"- 
j  «  ilS^j^n  i.vlindere  while  the  other  is  connected  with  a  Hy- 
"i^  Ihenumw.™  operated  from  the  beam  at  half  distances, 
wheel.  1""P?"'!",'„\*  °P„imnm  caoacitv  was  stated  as  being 
rs^OoSorXns.  TtTngr™wrmalJng  26 .revolutions  per 
SuiewhS  examined  by  me  at  the  hours  of  maximum  draft.  It 
wrstated  that  it  had  been  run  up  to  33  revolutions. 

The  nresent  condition  of  these  engines  does  not  appear  to  be 
firstllass^    With  FOP^^^  care  they  can*  however,  be  macfe  service- 

~S?s\YnJ^\?e^t'i^ngirS»^^^^^^^ 
JJrer     ThTca'ry  95  to  105  lbs.  pressure,  and  appear  to  be  m  a 

«°°^rm  sUtements  made  to  me  I  «"/.f^*\t\rorwXTf 
used  at  the  present  time  to  supply  a  f '  X  JJJ^^gL'^^^^^^^^  „ 
about  1.250,000  gallons  in  summer  and  about  850,000  gallons  in 

winter. 


■'■wHSrMNinanMKMlMlill 


,  Glasgow,  and 
iven  by  cranks 
iriven  by  two 
[oublo,  horizon- 
Jing.  The  nom-    . 

capacity  was 
iondition  is  not 

e  used  only  to 
eatest  consump- 
leen  85,000  and 
or  a  part  of  the 
I  boilers  are  out 

1894,  and  a  new 
(tends  nearly  to 
4  inch  cast  iron 
a  donkey  pump 
lot  well  and  to 
it  condition  was 

J.  Loretz  &  Co., 

type,  high  duty 
with  the  piston- 
lected  with  a  fly- 
at  half  distances, 
;  stated  as  being 
)  revolutions  per 
ximum  draft.  It 
)ns. 

not  appear  to  be 
,  be  made  service- 
pires. 

era,  built  by  the 
Ont.     Each  one  is 
furnish  45  horse- 
appear  to  be  in  a 

he  new  pumps  are 
Etntity  of  water  of 
1)50,000  gallons  in 


9 

Adjoining  the  new  engine  room  is  the  filter  house,  containing 
five  filters  made  by  the  National  Water  Purifying  Company  of 
New  York,  three  of  which  were  erected  in  1887,  and  the  other  two 
in  1889.  They  operate  under  the  full  pressure  of  the  pumps  and 
therefore  are,  what  is  termed,  pressure  filters.  They  are  said  to 
consume  from  6  to  15  lbs.  of  pressure,  depending  upon  the  charac- 
ter of  the  water.  The  casings  are  10  feet  in  diameter  and  7  feet 
deep.  They  are  washed  once  daily  in  winter,  at  the  present  time 
twice  daily,  and  in  spring  when  the  water  is  very  muddy  it  is 
necessary  to  wash  them  as  often  as  once  every  two  hours.  They 
are  apparently  in  good  condition. 

It  is  stated,  that  formerly  during  the  spring  J  grain  of  alum 
per  gallon  was  added  to  the*  supply,  to  aid  in  coagulating  the 
organic  matter,  and  thus  assist  the  clarification.  But  for  two  years 
the  practice  has  been  discontinued,  and  it  could  not  be  done  with- 
out materially  reducing  the  pressure  in  the  City. 

From  the  fact  that  the  number  of  filters  is  insufficient  for  the 
quantity  of  water  that  must  pass  through  them,  when  it  contains 
much  suspended  matter,  also  from  the  fact  that  therefore  no  alum 
is  used  and  that  they  are  pressure  and  not  gravity  filters,  they  do 
not  always  deliver  clear  water.  They  can  often  but  partially  remove 
the  turbidity,  and  when  the  river  is  very  muddy  they  clog  up  so 
quickly  as  to  be  rendered  entirely  useless  at  such  times. 

No  attempt  is  made  to  soften  the  water. 

It  is  estimated  that  the  quantity  of  water  supplied  to  the 
City  by  all  the  pumps  at  the  station  now  ranges  from  850,000  to 
1,415,000  gallons  per  day,  the  yearly  average  being  given  as 
1,000,000  gallons. 

The  distribution  system  of  pipes  supplies  only  a  part  of  the 
City,  namely :  The  tract  lying  betwepn  Kennedy  and  Main  Streets 
from  Portage  Avenue  to  the  Assiniboine  River ;  the  tract  south  of 
Main  Street,  between  Notre  Dame  and  Common  Streets  ;  and  the 
tract  north  of  Main  Street  liounded  by  Notre  Dame,  Ellen,  Jemima, 
Isabel,  Mc William,  Machray  and  Logan  Streets. 

From  the  pumping  station  a  twelve  inch  main  extends  along 
Mulligan  Avenue  to  Broadway  and  thence  a  ten  inch  main  to 
Portage  Avenue  and  down  the  latter  to  Kennedy  Street.  From 
Mulligan  Avenue  an  eight  inch  main  extends  down  Broadway  to 
Main  Street  and  along  the  latter  to  the  C.P.R.  station.  From  tliese 
mains  six  inch,  five  inch  and  four  inch  branch  lines  extend  in 
difl'erent  directions, 


.-.feti,i>.t.  >tf)V.aay<ia-taS'jeS3^miiteB., 


10 


:  lit: 


i  ! 


When  the  works  were  inaugurated  the  pipes  laid  in  the  ground 
were  cast-iron,  apparently  of  good  quality,  but  cast  horizontally, 
and  therefore  they  have  uneven  thickness.  As  they  have  turned 
and  bored  joints,  no  lead  being  used,  they  are  also  apt  to  allow  of 
leaka<ye  under  high  pressures.  There  are  between  four  and  six 
miles'of  such  pipe  still  in  .  je,  according  to  different  statements 
made  to  me.  Since  1887  nothing  but  cast-iron  pipes  have  been 
used,  having  bell  and  socket  joints  caulked  with  lead.  It  is  said 
that  some  lead  jointed  pipe  was  laid  previous  to  that  year.  They 
are  believed  to  be  in  good  condition. 

The  service  pipes  that  were  first  laid  were  of  wrought  or  gal- 
vanized iron.  They  were  not  found  to  be  durable,  as  has  also  been 
found  elsewhere.  They  are  apt  to  corrode  rapidly  and  then  will 
not  deliver  sufficient  water  nor  stand  much  pressure.  The  newer 
service  pipes  are  of  lead  and  should  therefore  be  satisfactory. 

There  are  somewhere  between  1500  and  1600  taps  now  sup- 
plied with  water  by  the  Company.  Exact  figures  were  not  given. 
During  the  last  fiscal  year  the  City  consumed  for  public  pur- 
poses about  12,400,000  gallons  of  water  supplied  by  the  Company, 
or  about  34,000  gallons  per  day.  There  are  four  drinking  foun- 
tains which  together  flow  about  5,000  gallons  per  day.  Elevators 
consume  about  10,000  gallons.  For  filter  washing  purposes  at  the 
works  there  are  used  about  30,000  gallons  and  for  condensing 
purposes  about  13,000  gallons.  In  all  there  are  92,000  gallons 
consumed  on  the  average  per  day  for  other  than  domestic  pur- 
poses, leaving  for  the  latter  but  908,000  gallons  per  day. 

Assuming  that  there  are  1500  taps  in  use,  we  have  605 
gallons  daily  per  tap.  If  we  reckon  six  persons  per  tap,  then 
9  000  persons  are  furnished  with  water  by  the  Company.  For 
public'  purposes,  including  elevators,  49,000  gallons  are  daily 
furnished.  If  we  assume  that  36,000  persons  are  at  present 
benefitted  by  this  quantity,  then  9,000  would  have  the  \ienefit  of 
one-fourth  of  the  quantity,  or  about  12,000  gallons,  which,  added 
to  the  above  amount,  gives  920.000  gallons  as  the  domestic  and 
pro  rata  public  consumption  for  9,000  persons,  or  102  gallons  per 
head  per  day.  If  we  reckon  7  persona  per  tap,  a  population  of 
10,500  would  be  supplied,  or  88  gallons  per  head  per  day. 

This  amount  represents  a  large  consumption  per  person,  and 
may  be  due,  as  I  am  informed,  partly  to  leaky  pipes  and  hydrants, 
and  partly  to  the  wastefulness  of  the  users,  who  are  said  often  to 
allow  the  water  in  the  house  to  run  freely  and  continuously,  in 
order  to  prevent  th'iir  pipes  from  freezing  in  winter  and  for  lawn 
sprinkling  in  summer. 


i  in  the  ground 
st  horizontally, 
y  have  turned 
apt  to  allow  of 
1  four  and  six 
ent  statements 
ipes  have  been 
lad.  It  is  said 
lat  year.     They 

wrought  or  gal- 
as has  also  been 

and  then  will 
re.  The  newer 
itisfactory. 

taps  now  sup- 
were  not  given, 
for  public  pur- 
y  the  Company, 

drinking  foun- 
day.    Elevators 

purposes  at  the 

for  condensing 
•e  92,000  gallons 
1  domestic  pur- 
sr  day, 

,   we   have   605 
I   per   tap,   then 

Company.  For 
illons   are   daily 

are  at  present 
e  the  benefit  of 
s,  which,  added 
le  domestic  and 

102  gallons  per 

a  population  of 
)cr  day. 

1  per  person,  and 
les  and  hydrants, 

are  said  often  to 

continuously,  in 
iter  and  for  lawn 


11 

With  the  idea  of  indicating  the  large  amount  of  water  which 
can  be  wasted  by  leaky  faucets,  a  gauging  was  made  of  one  which 
was  observed  by  me  to  leak,  in  March  and  also  in  July,  and  is  said 
to  have  been  in  this  condition  between  these  dates.  The  washer 
was  probably  worn  out  and  the  faucet  could  not  be  shut  tightly. 
The  small  dribble  amounted  to  75  gallons  per  day.  When  informed 
that  there  were  hundreds  of  faucets  in  the  City  which  were  in  the 
same  condition ;  when  considering  the  disposition  of  careless  per- 
sons not  to  turn  the  water  off  immediately  after  use ;  when 
noticing  many  leaks  at  public  hydrants  ;  and  being  informed  that 
an  inspection  last  February  showed  99  to  be  leaking,  from  indica- 
tions on  the  surface  of  the  street  and  in  the  sewers,  it  is  not 
surprising  to  me  that  tbe  consumption  per  capita  is  so  high. 

It  should  be  added  that,  as  the  Assiniboine  water  furnished 
by  the  Compar^y  is  hard,  many  persons  do  not  use  it  for  laundry 
purposes,  but  instead  use  rain-water  .joUected  in  cisterns,  or  use 
melted  ice. 

The  objectionable  features  of  the  present  supply,  which  it  is 
sought  to  remedy,  are : 

1.  The  distribution  system  does  not  extend  over  all  parts  of 
the  City  needing  water. 

2.  There  is  insufficient  fire  pressure  in  most  parts  of  the  City 
which  are  supplied  with  mains. 

3.  There  is  an  insufficient  number  of  eflScient  fire  hydrants, 
and  therefore  also  a  lack  of  water  immediately  available  for  large 
fires, 

4.  The  water  as  furnished  in  spring,  summer  and  autumn  is 
at  times  liable  to  be  quite  turbid,  and  has  once  also  had  a  very 
disagreeable  taste,  due  to  foul  organic  matter  that  was  washed  into 
the  river  and  which  the  filters  could  not  remove.  There  is  no 
reason  why  this  condition  should  not  occur  again. 

5.  There  is  a  suspicion  of  organic  pollution,  indicated  by  the 
analysis  (Appendix  II.)  and  due  probably  to  settlements  along  the 
shores,  to  the  habit  of  dumping  manure  and  other  refuse  into  the 
stream,  and  possibly  also  to  the  city  dump  for  garbage  and  excreta, 
which  lies  near  a  water  course  discharging  its  water  above  the 
Waterworks  intake. 

In  order  to  examine  into  the  relative  merits  of  the  different 
sources  of  supply  which  have  now  been  mentioned,  and  to  calculate 
the  right  proportions  for  the  distributing  system,  and  also  to  esti- 
mate the  cost  of  the  works,  it  is  necessary  to  establish  the  quantity 
of  water  which  is  to  be  daily  furnished  the  City  for   domestic  and 


TTiwitmwB-waaiisssai.  - 


W 

I'' 


t 


I  ' 


1  I 


12 

public  purposes,  and  also  the  water  pressures  which  are  to  be 
maintained  in  the  pipes  at  ordinary  times  and  during  the  occur- 
rence of  fires. 

In  his  report  of  May  6th,  1895,  Colonel  Ruttan  states  that  the 
new  supply  should  provide  at  once  for  40,000  people  and  later  be 
capable  of  supplying  100,000  persons.  Fire  protection  is  to  be 
secured  by  10  contiguous  hose  streams,  each  of  which  discharges 
3.5  cubic  feet  per  minute,  at  a  pressure  of  75  pounds  per  square 
inch  at  the  hydrants  in  the  business  centre.  This  is  a  larger  sup- 
ply for  fire  protection,  he  says,  than  has  been  usual,  but  adds  that 
it  is  warranted  by  the  local  conditions. 

We  must  realize  that  a  good  water  supply  for  Winnipeg  will 
not  be  inexpensive.  All  of  the  water  must  be  pumped  and  perhaps 
purified  and  softened.  The  territory  to  be.  supplied  is  large  com- 
pared with  the  population  to  be  served.  Tnerefore,  the  quantity 
should  be  kept  down  as  low  as  possible. 

As  already  stated,  the  daily  consumption  per  head  is  probably 
between  88  and  102  gallons,  which  is  quite  large,  and  there  apnears 
to  be  much  leakage  and  unnecessary  waste.  It  is  reasonable  to 
suppose  that  the  requisite  quantity  of  water  can  be  materially 
reduced  and  kept  within  proper  limits  by  preventing  such  leakage 
in  the  public  mains  and  hydrants  and  by  placing  meters  for  pr»yate 
consumers.  At  the  present  time,  both  in  Europe  and  the  United 
States,  this  waste  is  greatly  reduced  by  metering  the  water  for 
private  consumption,  in  the  same  way  that  gas  is  metred. 

It  has  been  said,  in  objection  thereto,  that  among  certain 
classes  metering  would  prevent  the  use  of  a  sufficient  quantity  of 
water  for  keeping  clean  and  other  sanitary  purposes ;  but  this 
criticism  would  be  rendered  invalid  by  the  practice  of  charging 
each  consumer  a  certain  fixed  minimum  rate  for  an  allowance  ot 
water  considered  reasonable  and  ample.  Whatever  quantity  is 
consumed  in  addition  thereto  is  paid  for  at  fair  meter  rates. 

This  method  not  only  guards  against  a  disposition  to  stint  in 
the  use  of  water,  but  at  the  same  time  it  makes  every  water  user 
pay  more  nearly  in  proportion  to  what  he  consumes.  Incidentally, 
the  consumer  himself  will  be  interested  in  preventing  Undue  waste 
and  leakage  from  the  faucets  in  his  house,  and  therefore  will 
assist  the  City  in  maintaining  a  fair  supply  and  in  reducing  the 
expenses  of  pumping  and  softening. 

To  reduce  the  consumption  it  will  also  be  wise,  while  furnish- 
ing a  high  pressure  in  the  mains  during  a  fire,  to  maintain  only  a 
moderate  pressure  during  ordinary  times  and  a  still  lower  one  at 


t%«s. 


hich  are  to  be 
ring  the  occur - 

n  states  that  the 
>ple  and  later  be 
bection  is  to  be 
hich  discharges 
inds  per  square 
is  a  larger  sup- 
il,  but  adds  that 

•  Winnipeg  will 
iped  and  perhaps 
ed  is  large  com- 
re,  the  quantity 

head  is  probably 
md  there  appears 
is  reasonable  to 
in  be  materially 
Ing  such  leakage 
neters  for  private 

and  the  United 
g  the  water  for 

metred. 

t  among  certain 
jient  quantity  of 
irposes ;  but  this 
bice  of  charging 
an  allowance  of 
sver  quantity  is 
eter  rates, 
ntion  to  stint  in 
very  water  user 
ics.  Incidentally, 
ting  Undue  waste 
d    therefore   will 

in  reducing  the 

so,  while  furnish- 
D  maintain  only  a 
still  lower  one  at 


13 

night.  Both  the  legitimate  use  of  water,  as  well  as  the  waste, 
dispose  of  larger  quantities  under  high  pressures  than  under  low 
pressures. 

As  you  are  about  to  change  or  re-arrange  your  water  supply, 
it  will  therefore  be  a  favorable  time  to  introduce  meters.  Such 
introduction  can  be  very  strongly  recommended  to  you. 

The  following  table  gives  the  consumption  anu  pressure  in 
several  cities  having  conditions  which  allow  comparison  in  one  way 
or  another  with  those  in  Winnipeg : 


CITY. 


London,  England  .... 
St.  Petersburg,  Russia . 
Hamburg,  Germany  . . 
Dublin,  Ireland 

Providence,  R.  I 

Fall  River,  Mass 

Atlanta,  G<i 

Dayton,  O 

Lynn,  Mass 

Lincoln,  Neb 

Lawrence,  Mass 

Sioux  City,  la 

Fort  Wayne,  Ind 

Quincy,  111 


Population 
supplied. 


5,030,000 
960,000 
583,000 
327,000 

132,146 
74,398 
65,533 
61,220 
55.727 
55,154 
44,654 
37,806 
35,393 
31.494 


Average  Consniption- 


Daily  in 
miilions  of 
imp.  Galls 


115.2 
32.3 
26.5 
14.9 

7.4 
2.6 
3.8 
3.2 
3.6 
2.5 
2.5 
1.1 
2.5 
1.0 


Per  Head 
in  Imp. 

(jalloiis. 


Pressure,  lbs-  per  st-  in- 


31.5 
33.3 

44.0 
46.2 

56 
35 
58 
52 
65 
45 
56 
29 
71 
31 


Ordinary 


Fire. 


39 

80 
60 
60 
50 
30 
65 
110 
45 
30 


73 to 86 

80 

80 
100 

65 
100 

65 
140 

45 

90 


Col.  Ruttan  holds  the  opinion  that  by  the  use  of  meters  the 
present  consumption  can  be  reduced  to  an  average  of  60  gallons 
per  head  per  day.  I  fully  agree  with  him  in  this  opinion,  provided 
the  works  are  well  designed  and  well  managed,  if  the  present  leaks 
are  avoided  and  meters  are  introduced  on  all  service  pipes  and  a 
moderately  low  pressure  of  from  30  to  40  pounds  per  square  inch 
is  kept  on  at  ordinary  times  during  the  day,  and  a  still  lower  one, 
say  20  to  25  pounds  at  night,  while  a  high  pressure  of  75  pounds 
per  square  inch  is  maintained  only  during  fires. 

I  also  agree  with  him  that,  at  the  present  time,  it  is  not 
necessary  to  calculate  on  more  than  40,000  persons  taking  water 


iwwir 


i::i--C«t*»i''1Wfe*V 


$r 


14 

from  the  City's  supply.  At  60  gallons  per  head  this  gives  an 
average  daily  supply  of  2,40().0()()  gallons.  The  maximum  rate  of 
consumption  during  the  day  should  be  placed  at  75  per  cent  above 
Jhis  average,  which°gives  a  rate  of  4,200,000  gallons  for  which  the 
City  mains  and  pumping  machinery  should  provide  at  the  outset, 
together  with  arrangements  for  future  extensions,  as  may  be  found 
necessary. 

Provision  should  at  once  be  made  in  such  parts  of  the  work 
which  cannot  easily  be  extended  or  enlarged,  for  a  population  ot 
100,000  persons. 

There  is  an  irregular  draft  of  water  during  the  day,  liable  at 
times  to  be  nearly  double  the  average  daily  draft  and  as  the 
suDPlv  will  be  delivered  at  a  uniform  rate,  whether  it  comes  from 
a  Knt  source  through  a  conduit,  or  from  softening  works  and 
filters  in  the  City,  it  is  in  every  case  necessary,  therefore,  to  have 
a  reservoir  in  which  the  regular  flow  of  water  can  be  received 
and  stored,  to  be  drawn  by  the  City  pumps  and  forced  into  the 
mains  in  such  quantities  as  may  be  required  at  any  moment,  buch 
a  distributing  reservoir  should  have  a  capaciiy  of  at  least  one 
million  gallons  when  the  works  are  started.  When  the  population 
to  be  served  reaches  100,000  the  total  reservoir  capacity  should  be 
at  least  between  2.000,000  and  3,000,000  gallons. 

The  high  degree  of  hardness  of  the  natural  waters  near  Wm- 
nirea  and  the  desire  to  have  a  soft  water  for  the  City's  use,  make 
it  advisable  to  state  here  in  a  general  way  why  the  water  is  hard, 
and  how  it  can  be  softened. 

Water  is  hard,  generally,  when  it  contains  in  solution  bicar- 
bonates  or  sulphates  of  lime  or  magnesia,  or  both.  The  hardness 
is  commonly  recognized  by  the  fact  that  when  soap  is  added  in 
the  usual  quantity  for  washing,  a  curdling  18  produced  instead  of 
a  lather  Hard  water  is  objectionable  mainly  on  this  account  and 
also  because  the  precipitation  of  lime  or  magnesia  iu  boiling  water 
causes  the  formation  of  scale  in  boilers. 

The  advantages  of  soft  over  hard  water  for  a  community  may 
be  stated  briefly  as  follows  :  . 

Hot  water  is  obtained  aore  quickly  and  less  fuel  is  required. 
The  saving  of  soap  and  soda  in  the  househo'd  is  considerable.  1  he 
labor  of  washing  is  muc.  reduced.  The  wear  and  tear  of  clothing 
is  diminished.  Flannels  last  longer  and  do  not  become  harsh  and 
felted.  Cooking  is  facilitatec.  The  same  quantity  of  tea  that 
will  make  three  cups  with  hard  water  will  make  five  cups  with 
soft  water.    (Evidence  before  Royal  Commission).    The  palata- 


wmm 


^  fT^M^mf^  A-t.-.MfXP»<g*i  *j^t«9* '  > 


d  this  gives  an 
maximum  rate  of 
!5  per  cent  above 
)ns  for  which  the 
'ide  at  the  outset, 
,  as  may  be  found 

,rts  of  the  work 
ir  a  population  of 

he  day,  liable  at 
raft,  and  as  the 
ler  it  comes  from 
enintr  works  and 
iherefore,  to  have 
can  be  received 
I  forced  into  the 
ny  moment.  Such 
'  of  at  least  one 
len  the  population 
apacity  should  be 

waters  near  Win- 
e  City's  use,  make 
the  water  is  hard, 

in  solution  bicar- 
>th.  The  hardness 
n  soap  is  added  in 
oduced  instead  of 
n  this  account  and 
ia  in  boiling  water 

a  community  may 

!8S  fuel  is  required, 
considerable.  The 
nd  tear  of  clothing 
become  harsh  and 
antity  of  tea  that 
,ke  five  cups  with 
jion).    The  palata- 


15 

bility  is  often  increased.     The  softening  process  does   not   make 
water  insipid  like  distilled  or  rain  water. 

There  are  two  kinds  of  hardness  :  Temporary  and  permanent. 
The  former  is  usually  caused  by  the  carbonates  and  the  latter  by 
the  sulphates  of  lime  or  magnesia. 

Temporary  hardness  can  be  removed  : 

1st.     By  a  sufficient  quantity  of  soap. 

2nd.  By  carbonate  of  soda  (washing  soda).  The  carbonate 
of  soda  unites  with  the  bicarbonate  of  lime  dissolved  in  the  water, 
resulting  in  the  formation  of  bicarbonate  of  soda  and  carbonate 
of  lime.  The  former  remains  in  solution  and  does  not  harden  the 
water,  the  latter  is  precipitated  as  a  fine,  white  powder, 

3rd.  By  boiling.  The  bicarbonate  of  lime  is  decomposed  by 
heat  into  carbonic  acid,  which  escapes,  and  carbonate  of  lime, 
which  is  precipitated  as  a  fine  white  powder. 

4th.  By  a  solution  of  freshly  burnt  lime,  or  lime-water.  The 
carbonates  of  lime  and  magnesia  are  changed  into  mono-carbonates 
by  the  hydrate  of  lime  uniting  with  the  extra  carbonic  acid,  which 
is  either  free  or  combined  as  bicarbonate  in  the  hard  water.  The 
resulting  insoluble  mono-caTbonates  deposit  as  a  fine  powder. 
Carbonate  of  lime  is  not  entirely  insoluble  in  water,  and  a  small 
portion  always  remains  in  it.  The  soluble  bicarbonates  of  lime  or 
magnesia,  having  thus  lost  half  their  carbonic  acid,  are  reduced  to 
the  same  insoluble  mono-carbonates  and  are  also  precipitated.  This 
process,  being  the  least  expensive,  is  the  one  here  recommended. 

Permanent  hardness  can  be  removed : 

1.  By  a  sufficient  quantity  of  soap,  as  before. 

2.  By  carbonate  of  soua.  The  soda  in  this  case  unites  with 
the  sulphate  of  lime  or  magnesia  dissolved  in  the  water,  resulting 
in  the  formation  of  the  neutral  and  inert  sulphate  of  soda,  and  the 
insoluble  carbonate  of  lime  or  magnesia.  The  former  remains  in 
solution  and  does  not  harden  the  water,  the  latter  is  precipitated 
as  a  fine,  white  powder.  In  cool  v/ater  the  presence  of  free  car- 
bonic acid,  or  of  bicarbonates,  interferes  somewhat  with  this 
reaction ;  but  the  combined  lime-and-soda  process  obviates  this 
difficulty  to  a  large  extent.  As  permanent  hardness  is  usually 
present  with  temporary  hardness,  the  lime  and  soda  can  be  mixed 
and  together  added  to  the  water. 

To  remove  permanent  hardness  this  process  is  the  least  expen- 
sive one  for  city  supplies. 


16 

The  soda  should  be  dissolved  and  the  «ol"{;«"  ,*^''J"Sj;!y 
mixed  with  the  water  to  be  softened.  The  hme  should  be  freshly 
burnt  aL  added  not  as  milk-of-lime.  but  as  lime-water.  Accurate 
nroSortrons  c^be  more  readily  obtained  with  the  atter  than  with 
FKr^r  The  precipitate  settles  slowly  and  in  practice  it  is 
Jound  best  to  s  rain  it  out  of  the  water  by  filters  The  solid 
Srbonates  are  then  either  allowed  to  settle  and  Jry,  and  are 
removed  by  excavation,  or  they  are  at  once  passed  through  hi  er 
presses  the  water  draining  tVom  the  precipitate  often  contains 
sufficient  lime  in  solution  to  be  used  over  again. 

If  the  work  of  softening  is  properly  done  there  is  no  tree  lime 
left  i  the  8o?tene1  water.  TheUtening  with  lime  ^nllin^^^^^^^^^^ 
al  y  also  remove  a  certain  quantity  of  iron  contained  m  the  water. 
It  has  also  the  effect  of  removing  some  organic  matter. 

Cloths  may  not  filter  efficiently  until  a  thin  layer  of  deposit 

or  caused  bv  hydrate  of  magnesia,  which  is  net  cryf^-lliue,  or  oy 
orSc  niaUerf  the  speed  is°rapidly  lessened,  and  the  cloths  soon 
S  UD  Td  therefore  require  more  frequent  washing.  In  such  a 
S  seKg  tZs  shoulS  be  -d  to  accompHsh  the  heavy  part  of 
the  work  bifore  the  water  is  passed  through  the  filters^ 

Soda  is  somewhat  destructive  to  cloth.  When  there  is  much 
of  it  contained  in  the  water,  cloth  filters  may  not  be  economical. 

After  considering  this  preliminary  information,  the  V^^^^'om 
submitted  to  me  by  four  Chairman  were  carefully  considered  . a 
the  licht  of  the  facts  before  me. 

In  answer  thereto  the  following  conclusions  have  presented 

themselves : 


i 

:1 


Mumuummmtm 


mKmiiK^ii 


_^i 


'I 

II 


ition  thoroughly 
should  be  freshly 
-water.  Accurate 
5  latter  than  with 
in  practice  it  is 
liters.  The  solid 
nd  jdry,  and  are 
ised  through  filter 
ate  often  contains 

ere  is  no  free  lime 
lime  will  incident- 
ined  in  the  water, 
tatter. 

in  layer  of  deposit 
ice  the  sizes  of  the 
,  glutinous  nature, 
t  crystalline;  or  by 
nd  the  cloths  soon 
ashing.  In  such  a 
1  the  heavy  part  of 
filters. 

'hen  there  is  much 
it  be  economical, 
ition,  the  questions 
fully  considered  in 

ms  have  presented 


MllliiKi 


II. 


SOURCES  OF  SUPPLY,  PURIFYING  AND  SOFTENING 

THE  WATER  AND  DELIVERING  IT 

TO  THE  CITY. 


A. — Assiniboine  River, 

The  Assiniboine  River  is  a  branch  of  the  Red  River  and  dis- 
charges into  the  latter  at  Winnipeg.  Its  drainage  area  is  about 
58,000  square  miles  and  is  almost  all  prairie  land. 

The  annual  rainfall  upon  the  area  is  estimated  at  18  inches 
per  annum.  The  maximum  flow  is  given  as  1.0283,  the  minimum 
flow  as  ,016,  and  the  ordinary  flow  as  .044  cubic  feet  per  second 
per  .square  mile  of  drainage  area. 

High  water  occurs  in  April  and  May,  and  low  water  in  the 
early  winter,  from  which  time  until  spring  the  river  is  covered 
with  ice  and  remain?  at  about  the  same  level. 

The  above  fljw  per  square  mile  is  very  small,  which  is  due 
partly  to  the  small  rainfall  and  partly  to  the  great  evaporation 
which  takes  place  from  so  flat  a  watershed,  on  account  of  the  low 
average  degree  of  humidity  prevailing  in  that  part  of  the  country. 

It  has  been  intimated  that  Lake  Manitoba  may  pertly  drain 
into  the  Assiniboine  River,  but  this  can  hardly  be  so,  because  its 
flow  is  much  smaller  per  .square  mile  of  drainage  than  that  of  most 
other  streams,  the  flow  of  which  is  known. 

The  river  has  but  a  slight  fall  and  many  sinuosities. 

Regarding  the  quality  of  the  water  it  may  be  well  to  quote 
the  reriiarks  made  by  James  Patterson,  M.D.,  Chairman  of  the 
Board  of  Health,  and  H.  N.  Ruttan,  Esq.,  Citj?^  Engincir,  in  their 
joint  report  on  the  condition  of  the  Assiniboine  River,  dated  Sep- 
tember 30th,  189C. 


•f-r 


18 

"  On  the  settled  portions  of  the  river,  on  account  of  the  higher 
"  land  of  the  banks  affording  drier  building  sites  '^T^^^it 
"  in"  shelter  and  the  convenience  to  water  in  the  river  toi  stocK  m 
"  Anil' a  r the  dwellings,  barns  and  stock  yards  are  placed  upon 
"he  innnediato  banks,  and  it  is  the  almost  "n^^^--^/ P^j^^^f^,  fj^^;^ 
"residents  to  use  the  river  as  a  dumping  place  for  all  kinds  of  retuso 
"and  offal      Manure  is  got  rid  of  by  throwing  it  into  the  river. 
"Surface  washings  from^arnyards.  stockyards  and  hogpens  during 
"  everv  rahif all  find  their  way  into  it  directly  by  natural  ravines  or 
"Scial  ditls,  whilst  the'soakage  from  all  is  cont-ualy  going 
"  on    In  fact  the  river  is  used  as  the  common  sewer  of  the  country. 
"The  number  of  persons  per  square  mile  in  the  Assmiboine 
"  wate  shed  robably  does  not  exceed  h  person  per  square  mile  at 
"  Te  prosent^ime,  a  number  so  small  that  under  ordinary  circum- 
"  stLcerthey  would  have  no  appreciable  influence  in  the  sewage 
.<     ntaminatfon  of  the  stream  but  of  more  -por  ance  on  accoun 
"of  the  loner  narrow  shape  of  the  river  lots;  the  location  of  their 
"  dweUinS^out-buildings  and  yards;  the  large  proportion  of  stock 
"  kl    bfeach    and  the  common  mode  of  disposing  o    manure 
"insteadof  Sa  it  as  a  fertilizer.     While,  there  ore,  there  is  no 
<'Lround  for  p  "sent  alarm  from  this  cause,  the  indications  ave  that 
"Ke  not  distant  future,  as  settlement  increases.  mo.st  stringent 
"measures  will  have  to  be  enforced^  to^  prevent  a  continually  m- 
"  creasinc  pollution  of  this  stream, 

"  Between  Portage  la  Prairie  and  Winnipeg  the  river  banks 
.<are  segmentary  and'at  all  stages  of  water,  except  f^^^  -^  '  "« 
<■  subject  to  constant  and  very  great  erosion,  so  t^^^^t  ««'  ^^^  "«»<^hs 
.'  in  the  year  the  water  carries  in  suspension  great  quantities  ot 
«•  finely  divided  clay  and  sand.     *     *  ,.        .         :„j 

"It  is  considered  that  this  large  quantity  ot  sedinientcarne^^ 
"  by  the  water  i.  at  the  present  time  its  most  objectionable  feature. 
My  own  examinations,  so  far  as  they  could  bo  made,  would 

tend  to  endorse  these  views.  

The  chemical  analyses  of  the    Assiniboine   River  water   ate 
aDPendeil.     (Appendix  II).  „    ,        .         •    u-  i 

^  The  solid  matter  contained  in  the  water  of  the  river  is  high 
and  the  hardness  is  also  high,  as  the  r  ver  passes  through  a  ine- 
stom  country.  The  high  percentage  of  albuminoid  ammonm  is  duo 
ma?nlv  t .  ve./etablo  pollution,  such  as  leaves,  stems  and  roots 
V"a  ennUter  is  {o.uparatively  unchangeable  -d  < -s  not 
Xcmnpose  as  rapidly  as  animal  matter,  winch  fact  ,«  shown  by 
the  slmiU  percentage  of  free  ammonia  contained  in  the  water. 


,  x»*%'im>Kisim:,!tt.'r»mvmMt'iHi 


i^»*t- 


•unt  of  the  higher 
the  woods  afford- 
river  for  stock  in 
s  are  placed  upon 
sal  practice  of  the 
all  kinds  of  refuse 
it  into  the  river, 
id  hogpens  during 
natural  ravines  or 
continually  going 
I'er  of  the  country, 
in  tlie  Assiniboine 
per  square  mile  at 
r  ordinary  circum- 
ence  in  the  sewage 
ortance  on  account 
le  location  of  their 
sroportion  of  stock 
iposing  of  manure 
erefore,  there  is  no 
ndications  aie  that 
ises,  most  stringent 
it  a  continually  in- 

eg  the  river  banks 
cept  the  lowest,  are 
that  for  six  months 
great  quantities  of 

ot  sediment  carried 
jectionablc  feature.' 
Id  be  made,  would 

e   River  water   are 

f  the  river  is  high 
«'s  through  a  lime- 
loid  ammonia  is  duo 
H,  stems  and  roots, 
'able  and  docs  not 
icli  fact  is  shown  by 
d  in  the  water. 


MMMM 


MM 


19 

The  attempts  made,  up  to  the  present  time,  to  purify  the 
Assiniboine  River  water  have  only  been  partly  successful.  The 
filters,  as  already  mentioned,  do  not  operate  satisfactorily,  and 
sometimes  are  entirely  useless, 

In  order  to  render  the  Assiniboine  River  water  satisfactory 
as  a  public  water  supply  it  should  be  purified  and  softened. 

Purification  can  only  be  obtained  by  the  use  of  settling  basins 
and  filters.  Filters  alone  will  not  be  successful.  This  is  due, 
partly  to  the  irregular  character  of  the  water,  being  sometimes 
quite  clear,  and  at  other  times  very  muddy  and  carrying  in  sus- 
pension much  fibrous  organic  ftiatter.  For  the  same  reason  it  has 
not  been  found  satisfactory  to  clarify  the  Citissouri  and  lower 
Mississippi  waters  by  passing  them  through  filters  alone. 

Settling  basins,  arranged  so  as  to  allow  the  suspended  matter, 
in  its  greater  part,  to  subside,  are  a  necessary  preliminary  to 
obtaining  clear  water.  The  water  must  subsequently  be  filtered 
so  that  not  only  the  slight  turbidity  which  will  remain  is  removed, 
but  also  the  organic  matter  and  the  objectionable  bacteria. 

It  is  not  neces-sary  in  this  case  to  adopt  slow  sand  filters,  such 
as  are  used  for  most  of  the  European  water  supplies,  as  the  water 
has  not  a  sufficiently  high  bacterial  pollution  to  favor  such  a  pro- 
cess. Rapid  mechanical  filters  will  answer  the  purpose  and  render 
the  water,  after  it  leaves  the  settling  basin,  entirely  clear,  and 
there  need  be  no  difficulty  in  their  operation.  These  mechanical 
filters  should  operate  under  a  slight  head  securing  a  constant  flow, 
rather  than  under  high  pressure  and  a  varying  flow,  as  at  present. 

ThQ  water  of  the  AssiniboVae  River  can  bo  softened,  so  as  to 
make  it  serviceable  for  washing  purposes,  by  the  addition  of  a 
solution  of  lime  and  soda.  These  materials  could  be  added  while 
the  water  is  being  pumped  into  the  settling  basin.  Here  the  car- 
bonates removing  the  hardness  are  precipitated,  together  with  the 
bulk  of  the  suspended  river  silt  and  organic  matter.  The  water  is 
thus  partially  clarified.  Subsequently  it  is  pa.ssed  through  filters 
to  be  thoroughly  clarified,  as  mentioned  above. 

It  is  estimated  that  for  the  purpose  of  clarifying  a  daily 
supply  of  2,400,000  gallons  tho  settling  basins  should  have  a  capac- 
ity for  at  least  half  this  amount,  i.e.,  1,200,000  gallons,  or  192,000 
cubic  feet.  It  would  be  well  to  have  a  division  into  at  least  four 
basms  giving  each  one  a  capacity  of  48,000  cubic  feet. 

Allowing  the  water  to  stand  15  feet  deep,  each  basin  would 
have  an  area  of  8,200  square  feet.    They  should  bo  covered  so  as 


(1 


,1!,' 


I; 


20 

to  W  pvotectea  from  the  influence  of  frost.    These  assumptions 
„"i'ht^require  modification  when  the  reservoir  is  located. 

"  Aftc.- passing  the  settling  basins  the  w^^^J.  -°"^  ^/J^^^^^^^^ 
.ntomochallical  gravity  filters  ^  rate  f^^^^^^^^l^^;;, 

LiS;  ::ula  «^8lJf  5„.  of  th.  filter,  would  be  eonimu- 
allv  out  of  service  for  cleaning.  . 

^  From  these  filters  the  water  would  flow  into  the  reservoir  and 
thence  be  pumped  into  the  distributing  system. 

The  water  used  for  washing  the  filters  and  settling  basins,  as 
weU  I  thrsediment  from  the  latter,  would  be  earned  back  into 

^^''  'to  avoid  the  necessity  for  large  settling  basins  it  has  recently 

been  proposed  to  use  fllte'rs  having  «P--"y  -^«^f  ?,^«^  ^S 
"*'      r     r  a„„i.  tiU.i>rR  are  now  m  use  in  Elmira,  iN.i..  uurmu, 

T^'lT  Kansas  C^y   Mo      Whether  or  not   they   ultimately 

"  "Il'l';«':te  of  large  .ettUng  b«i»..ihe  cost  of  «,.  plant 
is  estimated  as  follows : 

Land  for  pumping  stations,  settling  basins,  filter-  ^     ^  ^^^^ 
ing  plant,  etc g'.OOO 

S^^EXaiulfouniationfo^machi^iery      20^0 

Pulifgt'aci;ine;y.withboile;plantforpower 
and  heating,  two  vertical  triple  expansion 
pumps  and  two  horizontal   simple   .luplex      ^^^^ 
pumps .    •  •    S  000 

s^at^^^rts^s  ""••'■  -°"-'"«'  ■■'■■■  i^ 

Mechanical  filter  plant ^'^^ 

Drains  for  waste  water ' 

H1.S50 

Contingencies  and  engineering,  15% __^^^ 

f  103,130 


--  'tew.*t«|4*'  (WvW*^ 


'iSiWlW*" 


l.X.^Jai^,-     .-HfJJtA.^- .  M.«fltf.(rttMaii. 


hese  assumptions 
located. 

would  be  lifted 
)0  cubic  feet  per 
ring  1280  square 
eiency  the  rate  of 
ave  estimated  for 
r.  The  head  re- 
would  be  continu- 

)  the  reservoir  and 

settling  basins,  as 
carried  back  into 

sins  it  has  recently 
onstructed  set-tling 
Imira,  N.Y.,  Lorain, 
)t  they  ultimately 
ng  the  Assiniboine 
ice  with  such  filters 

;he  cost  of  the  plant 

filter- 


9 

4,0(10 

2,000 

hinery 

20,000 

•    >    •    •   • 

5,050 

power 

ansion 

duplex 

31,800 

8,000 

40,000 

35,000 



1,000 

H1,S50 

21,280 

f  163,130 


21 

Assuming  the  use  of  filters  with  small  settling  compartments 
attached,  this  figure  would  be  reduced  by  the  cost  of  two  pumps 
and  the  large  settling  basins,  and  increased  by  the  cost  oi'  a  g-reater 
number  of  filters  of  larger  size.  The  cost  of  this  plant  would  be 
about  $123,000. 

The  chemicals  required  for  softening  the  daily  quantity  of 
water  (2,400,000  gallons)  and  for  precipitating  the  suspended 
matter,  are  estimated  as  follows : 

Lime 6720  lbs.  at  \  cent 316  80 

Soda  Carbonate,   960   lbs.  ^t  1  cent 9  CO 

Alum 600  lbs.  at  2  cents....     12  00 

$38  40 

The  daily  cost  of  operating  the  softening  plant 
and  mechanical  filters,  removing  the  sediment 
and  organic  impurities  from  the  settling  basin, 
and  repairs,  is  estimated  at  $10.00  per  million 

gallons,  or 24  00 

Pumping  2,400,000  gallons  into  the  Distribution 

Reservoir , 19  60 

Daily  operation  of  softening,  filtering  and  deliv- 
ering into  Reservoir $82  00 

Therefore,  the  annuiii  expense  for  purifying  and  softening  the 
Assiniboine  River  water  to  the  ext-^nt  of  2,400,000  gallons  per  day, 
and  of  delivering  it  into  the  Distribution  Reservoir,  would  be  : 

Interest  on  cost  of  plant,  at  4  per  cent $6,525 

Repairs  and  renewals  of  buildings  and  machinery,  2,000 
Operation   of  softening,  purifying  and  pumpinw, 

at  $82.00  per  day *. 30,075 

$38,6<t0 

If  filters  with  settling  compartments  are  used,  the  cost  of 
the  daily  operation  might  be  reduced  from  $82  to  $75,  making 
the  total  annual  cost : 

Interest  on  cost  of  plant,  at  4  per  cent $4,920 

Repeif's 1,900 

Operation,  at  $75  per  day 27,375 

•  $34,195 
To  ascertain  the  net  expense  of  softening  the  water,  as  ap.ninst 
supplying  it  unsoftened.  bi.t  passed  through  settling  basins  and 


ii 


Ij3 


i.,.Ai-.JJ~J^r-^4^U- 


i         i 


22 

filters  I  append  an  estimate  for  supplying  purified  but  hard  Assi- 
"'"TLrHouut  a  reduction  of  $3,560  in  the  cost  of  the  chem- 

distribution  reservoir  would  be  : 

Interest  on  cost  of  plant,  at  4  per  cent. .......  •  -  55U..i»^ 

RepIiS  and  renewals  of  buiUiingsand  machinery      1.800 
Operation  of  purifying  and  putrping  at  S30  per  ^^^^^^ 

day ! 

$19,133 

annual  cost:  «  xTrs 

Interest  on  cost  of  plant,  at  4  per  cent ........  •  ■ »  *J  ^» 

Repairs  . .    - g'loo 

Operation,  at  $26  per  day '_ 

$15,968 
From  the  above  figures  it  is  computed  that  the  dai|y  cost  of 
softenin.   2.400.000   g«,"-«  P^  ^//X .  "^  seui-^^^^^^^^^ 
settling  lasins  are  "f  J^^^^^te^t     t^^  '^^^^  '''''  o?  softening 

Tm  ^gllloTon^^i^w!;"^^^^^  by  the  former  method  is  2.22 
J£.  and  by  the  latter  method  2.08  cents. 

B.— Artesian  Wells. 

1    •    *i,^  Umoatnne  rock  which  underlies  the  City 
Bor  ngs  made  m  tho  limesto^^^^  „,entioned.    It  is 

of  Winnipe^r,  Y^^^^J^!'.^^'  nost  cases   palatable  as  a  drinking 
clear  in  appearance   and   m  JT^  j  ^      j    ^^^„^  ^,f  ^,,,  ^,x\h 

water,  but  \t  la  very  ^an^    (APFJ»^»^  ^  ^^  .^  ^^     .^.tic 


d  but  hard  Assi- 

Bost  of  the  chera- 
total  cost  of  the 
asina,  and  about 
tments. 

ig  is  estimated  at 
I  where  the  water 
il  be  S16  per  day. 
10,950  per  annum. 

urifying,  but  not 
ivering  it  into  the 

S6,383 

lincry.    l.SOO 
10  per 
10,950 


$19,133 

ied,  the  daily  cost 
making  the  total 


.S  4,778 

.     1,700 

, .     9,*90 


$15,968 

lat  the  daily  cost  of 
$53.33,  when  large 
ly  settling  compart- 
ihe  cost  of  softening 
rmer  method  is  2.22 


h  underlies  the  City 
jn  mentioned.  It  is 
itable  as  a  drinking 
In  some  cf  the  wells 
itly,  but  it  is  practic- 
ilting  the  pipes,  and 


23. 

also  by  the  process  of  softening.  The  excessive  quantity  of  .salt 
which  it  contains  is  not  sufficient  to  condemn  the  water  for  drink- 
ing, or  other  purposes,  as  it  is  not  due  to  orgahic  pollution.  The 
analyses  show  it  to  be  entirely  free  from  such  pollution. 

From  the  overlying  strata  of  itnperraeablo  clay  it  is  impossible 
that  any  surface  water  in  the  City,  as  for  instance  from  the  streets, 
sewers,  priv  -s  or  cemeterie.s,  would  penetrate  into  the  artesian 
water.  This  fact  is  demonstrated  in  the  western  part  of  the  City 
by  the  water  rising  above  the  .surface  "of  the  ground  when  a  well 
is  piped.  Its  source  must  .therefore  have  a  higher  elevation  and 
consequently  be  at  a  dLstant  poinf  from  the  City. 

The  analyses  of  the  water  from  ilifferent  wells,  made  at  differ- 
ent times,  agree  fairly  well.     (A.p\        ix  II.) 

It  is  stated  that  in  no  case  wiiere  the  boring  was  made  deep 
enough  has  such  a  well  failed  to  furnish  water.  It  is  also  said 
that  sometimes  the  water  has  had  an  unpleasant  taste,  but  *■  it  by 
sinking  the  well  deeper  this  taste  has  dis-ippeared. 

From  the  test  made  at  the  Canadian  Pacific  Railroad  well  it 
was  demonstrated  that  a  continuous  .supply  of  this  water  can 
be  obtained.  It  was  also  demonstrated  that  the  water  came  from 
a  westerly  direction,  and  that  to  collect  the  same,  it  would  be 
necessary  to  sink  a  row  of  wells  along  a  line  having  a  northerly 
direction. 

It  has  been  remarked  that  the  possible  source  of  the  artesian 
water  might  be  Lake  Manitoba.  While  this  is  possible  it  is  not  at 
all  necessary  for  our  purpose  to  suppose  such  a  source,  as  the 
amount  which  ma}'  be  drawn  from  the  wells  to  supply  the  City  of 
Winnipeg  might  be  supplied  by  the  rainfall  which  soaks  down 
into  the  ground  between  this  City  and  Lake  Manitoba.  The 
iiiipprvious  clay  stratum  overlying  the  limestone  rock  is  found 
only  in  the  Red  River  Valley.  Beyond  it  the  soil  is  more  porous. 
The  rock  croos  out  at  the  surface  but  a  few  miles  west  of  Winnipeg. 
Between  such  outcroppings  and  Lake  Manitoba  there  i.s  abundant 
opportunity  for  that  part  of  the  rainfall,  which  does  not  evaporate 
or  run  off  into  the  streams,  to  penetrate  the  ground  and  enter  the 
fissures  of  the  rock. 

In  my  opinion,  there  will  be  no  great  difficulty  in  obtaining 
all  the  water  recpiired  for  the  City  from  this  arttsian  .source.  It 
is  only  a  question  as  to  how  far  north  to  extend  the  pipe  line  and 
the  wells  to  get  the  necessary  ciuantity.  For  the  purj^oso  of  milk- 
ing an  estimate  of  cost  it  has  been  assumed  that  .such  an  intercepting 
f)ipe  line  to  supply  2,400,000  gallons  per  day  will  have  to  be  at 
eust  5,000  feet  long. 


i- 


;i 


24 

The  waler  derived  from  this  source,  being  always  clear  and 
without  oT^Inic  pollution,  need  not  be  purified  As  its  hardness 
2Trert;bdng  a  Lie  greater  than  that  ot  the  Assimbome  Rwer 
water,  it  would  be  desirable  to  soften  it.  ,•«,•„ 

No  settling  basins  are  necessary,  as  no  preliminary  clarification 
is  required  Tie  precipitate  which  is  caused  by  the  softening 
;^S  must,  howe^ver, 'be  removed  from  t^^^.^.^^ 
miner  mechanical  filters  for  this  purpose,  cloth  filters  will  answer 
ri?fr  nnH  hP  ess  exoensivc.  Such  cloth  filters  have  been  used 
t  sevSalye        in  ^eVa^^  plant  at  Southanipton 

EngS  an^d  to  clarify  the  Spring  Valley  water  supply  of  San 

^'^TisVssible  that  some  use  might  be  found  for  the  material 
wV^ioVi  is  strained  out  by  the  filters,  but  it  is  more  probable  that 
It  itt  t  vThave  to  b^e  stored  upon  the  ground  near  Uie  work. 
From  2!loO,000  gallons  of  water  there  would  ba  about  six  cubic 
yards  of  precipitate.     (Appendix  111). 

The  water  used  for  washing  the  filters  and  washing  out  the 
preciptatrwoiJd  have  to  be  removed  in  a  sewer  or  dr.«n  to  be 
precipiiaie,  v>  u  ^„  . .     ^g^ks  are  bcated   north  of  the 

K^tt,n°G  oLT,'th:draiLtu7d°^                into  the  ditch   now 
runmn'  aJong^e  of  the  Selkirk  Branch  of  the  Canadian  Pacitic 
Sway  or  would  have  to  be  built  to  the  Red  River. 
The  cost  of  this  plant  is  estimated  as  follows  : 
Land  for  pumping  station,  softening  plant  and    ^^^^^ 
wells " '     j'gQQ 

5rKl°^/itrconnecting'pii>e.'  laid  in  a  brick  con-   ^^ ^^ 
Buildings  forpumVs,' boilers, 'fuel  and  softening  ^^^^ 

Chim^itj'and  foundations  "for"  machinery 3,600 

Softening  plant  and  filters :;.•  u' m"  " 

Two  horizontal  triple  expansion  pumps,  with  boiler 

plant  for  power  and  heating,  ete l/.'J^ 

Drains  for  waste  water • 

Deposit  tank  for  precipitate ' '     ""'^^^ 

SU0,760 
Contingencies  and  engineering,  15  per  cent,      ^1.120 

$161,870 


'i.t 


■Hi 


V> 


Iways  clear  and 

As  its  hardness 

.ssiniboine  River 

inary  clarification 
)y  the  softening 
ftter.  Instead  of 
liters  will  answer 
have  been  used 
at  Southampton, 
ir  supply  of  San 

for  the  material 

ire  probable  that 

near  the  works. 

ba  about  six  cubic 

washing  out  the 
it  or  drain  to  be 
ited  north  of  the 
ito  the  ditch   now 

Canadian  Pacific 
,iver. 

s  : 

it  and 

$3,500 

1,500 

;k  con- 

57,500 

'tening 

25,000 

3,600 

25,000 

li  boiler 

17,750 

5,000 

2,000 

$140,760 
cent,      21,120 

$161,870 


I 


25 

The  chemicals  required  for  softening  the  daily  quantity  of 
water  (2,400,000  gallons)  and  for  precipitating  the  suspended  mat- 
ter, are  estimated,  according  to  Dr.  Hutton's  data  (Appendix  III), 
using  the  average  amounts  of  chemicals  given  by  him,  as  fol- 
lows : 

Lime 7800  lbs.  at  I  cent $19  50 

Soda  carbonate,  1080  lbs  at  1  cent 10  80 

Alum 600  lbs.  at  2  cents 12  00 

$42  30 

Labor  for  the  softening  plant  and  for  repairs. ...     12  00 
Pumping  2,400,000  gallons  from  the  wells  into  the 
tanks  (maximum  lift)  at  the  city  distribution 
pumping  station '. 12  00 

Daily  operation  of  softening  and  delivering  into 

reservoir $66  30 

Therefore,  the  annual  expense  of  softening  the  artesian  well 
water,  to  the  extent  of  2,400,000  gallons  per  day,  and  of  delivering 
it  into  the  distribution  reservoir,   would  be  : 

Interest  on  cost  of  plant,  at  4  per  cent s  . .  $6,476 

Repairs  and  renewals  of  buildings  and  machinery     1,500 
Operation   of  softening  and  pumping,  at  $66.30 

per  day 24,200 

$32,175 

To  ascertain  the  net  expense  of  softening  this  water,  as 
against  supplying  it  unsoftencd,  I  append  an  estimat'  of  cost  for 
supplying  it  in  its  natural  condition. 

There  would  be  a  deduction  of  $54,470,  for  decrease  in  the 
necessary  land,  size  of  buildings,  puni[)ing  and  softening  machinery, 
drains,  deposit  tank,  and  foundations.  The  total  cost  of  the  work 
is  estimated  at  $107,400. 

The  average  daily  cost  of  pumping,  maintenance  and  delivery 
into  the  reservoir  at  the  pumping  station,  is  $12.00,  or  $4380  per 
annum. 

Therefore,  the  annual  expense  of  delivering  the  natural  artesi- 
an well  water  into  the  distribution  reservoir  would  be : 

Interest  on  cost  of  plant,  at  4% $4,296 

Repairs  and  renewals 1,000 

Pumping,  at  $12 4,380 

$9,C70 


—*»..-, 


niiiirinwnniwrtnii 


,! 


26 

From  the  above  figures  it  is  computed  that  the  daily  cost  of 
softening  2,400,000  gallons  per  day  will  be  S6L64  Theretore,  the 
cost  of  softening  1,000  gallons  ot  artesian  well  water  is  2.57  cents. 

C— Poplar  Springs, 

These  springs  are  located  to  the  north  of  the  City  and  17i 
miles  therefrom.    They  have  an  elevation  of  8  feet  above  the  City 
The  territory  between  is  flat,  as  shown  by  the  prohle   attached 
hereto  (Plate  II),  the  greatest  rise  being  16  teet  above  the  e.evation 
of  the  City,  at  11  miles  therefrom.  •       •     ti 

The  quantity  of  water,  as  gauged  at  the  large  spring  in  July, 
is  about  2,800,000  gallons  per  day.     It  may  be  less  later  in  the 

season  and  in  the  winter.  ,      ,     .  ■.  •  l         i 

As  stated  above,  it  is  probable  that  by  bormg  and  intercept- 
ing, a  much  larger  quantity  of  water  of  a  similar  character  could 
be  obtained.  It  is  certain  that  the  quantity  first  demanded  by  the 
City  can  be  secured  from  the  large  spring  alone  and  later,  by 
reaching  the  other  springs,  or  by  intercepting  sufficient  artesian 
water  between  the  springs  and  the  City,  the  future  average  amount 
of  6  000,000  gallons  per  day  can  ba  obtained. 

The  water  of  the  Poplar  Springs  is  very  clear,  without  organic 
pollution,  and  need  not  be  purified.  Its  hardness  is  not  as  great  as 
that  of  the  city  artesian  water,  nor  as  great  as  the  Assmiboine 
River  water,  and  according  to  Dr.  Kenrick  its  hardness  is  only 
temporary  and  can  be  removed  with  lime  alone.  (Appendix  11.) 

While  it  is  by  no  means  a  soft  water,  it  might  perhaps  be 
considered  sufficiently  soft  for  ci^y  use.  Fo^rwashmg  purposes  it 
would  be  desirable  to  add  some  soda  to  it  This  should  be  done 
The  day  before  using  it.  so  that  the  precipitate  will  settle,  the  clear 
water  can  be  poureS  off  for  use.  and  the  sediment  thrown  away 

If  subjected  to  a  softening  pro. .  ss  by  the  City,  the  works 
should  be  located  near  the  springs.  The  water  would  .there  be 
lifted  into  a  softening  basin,  receive  the  necessary  chemicals  and 
be  filtered  through  cloth,  as  in  the  case  of  the  artesian  well  water 
The  water  used  in  washing  the  filters  could  be  led  into  a  ditch 
near  by.  which  now  carries  off  the  water  of  the  springs. 

The  distance  from  the  City  necessitotes  the  laying  a  conduit 

to  it  from  the  springs.     It  would  be  sufficiently  large  and  durable 

o  carry  not  onlv  the  quantity  of  water  at  once  required,  but  the 

future  quantity  of  6,000.000  gallons  per  day.  or  11.14  cubic  feet 

^^'  ^Wooden  stave  pipe,  if  it  is  constantly  under  pressure,   is.   I 
believe,  as  good,  in  your  climate  and  conditions,  as  iron  pipe.    It 


nnnimHWiWBa 


-.■^...  ..—jt^N'i^y;* 


t  the  daily  cost  of 
J*.  Therefore,  the 
cater  is  2.57  cents. 


f  the  City  and  17  J 
;eet  above  the  City, 
le  protile  attached 
above  the  e.evation 

arge  spring  in  July, 
be  less  later  in  the 

oriiig  and  intercept- 
ilar  character  could 
st  demanded  by  the 
ilone,  and  later,  by 
y  sufficient  artesian 
ure  average  amount 


ear,  without  organic 
3S3  is  not  as  great  as 
,  as  the  Assiniboine 
ts  hardness  is  only 
e.  (Appendix  II.) 
1  might  perhaps   be 

washing  purposes  it 
'his  should  be  done 

will  settle,  the  clear 
ent  thrown  away, 
be  City,  the  works 
iter  would  there  be 
ssary  chemicals  and 

artesian  well  water. 
Id  be  led  into  a  ditch 
le  springs. 

;he  laying  a  conduit 
ly  large  and  durable 
ce  required,  but  the 

or  11.14  cubic  feet 

uider  pressure,  is,  I 
ns,  as  iron  pipe.     If 


27 

under  pressure  and  not  painted,  the  wood  remains  saturated,  the 
sap  is  removed  and  decay  postponed,  if  not  entirely  prevented. 
Such  pipe  will  readily  stand  100  feet  pressure.  The  .steel  bands 
used  should  be  of  the  best  material,  of  ample  strength  and  care- 
fully made.  They  should  be  well  coated  with  properly  prepared 
asphalt. 

The  total  length  required  is  about  92,400  feet,  or  17.5  miles. 
The  diameter  should  be  36  inches.  The  loss  of  head  in  this  conduit 
due  to  friction  is  assumed  at  0.329  per  thousand,  when  carrying 
6,000,000  gallons  per  day,  and  0.064  ger  thousand  when  carrying 
2,400,000  gallons  per  daj*.  In  case  a  stave  pipe  is  used,  the  friction 
might  be  slightly  reduced. 

The  necessary  total  lift  to  deliver  the  water  of  the  springs 
into  the  City's  reservoir  is  31.5  feet  for  6,000,000  gallons  daily, 
and  11  feet  for  2,400,000  gallons  daily,  not  considering  the  special 
lift  for  the  softening  process,  which  is  10  feet  additional  in  each 
case. 

There  would  probably  be  several  summits  in  the  pipe  at  which 
air-escape  valves  would  be  required.  It  is  estimated  that  the  top 
of  the  pipe  is  covered  with  at' least  six  feet  of  earth  to  prevent  the 
water  from  freezing.  The  conduit  would  discharge  into  the  dis- 
tribution reservoir  in  the  City,  fvora  which,  as  in  the  other  cases, 
the  water  would  be  pumped  into  the  City  mains. 

The  cost  of  plant  is  estimated  as  follows  : 
Lund   for    pumping    station,    softening    plant, 

springs  and  pipe  line    $     1,200 

Preparing  grounds    500 

Developing  springs,  well,  etc 3,000 

Buildings  for  pumps,  boilers  and  softening  plant  25,000 

Chimney  and  foundation  for  machinery 3,500 

Dwellings  for  men 2,500 

Softening  plant  and  filters 25,000 

Two  horizontal  compound  condensing  engines 

and  two  simple  high  pressure  engines  with 

boiler  plant  for  power  and  heating 18,250 

92,400  feet  of  36  in.  stave  pipe,  including  valves, 

etc 388,000 

Deposit  tank  for  precipitate    2,000 

468,950 
Contingencies  and  engineering,  15  per  cent ....      70,340 

$539,290 


mm-titmttmimMfi-  ■ 


28 

Although  requiring  a  smaller  quantity  of  chemicals,  the  cost 
of  softening  would  bfi  nearly  as  much  as  softening  the  artesian 
well  water,  owing  to  the  fact  that  but  few  parts  of  the  plant  could 
be  reduced  in  size. 

The  chemicals  required,  according  to  Dr.  Button's  average 
fi(Tures,  for  softening  the  daily  average  quantity  of  water  (2,400,000 
gallons)  and  precipitating  the  suspended  matter,  soda  being  omit- 
ted in  this  case,  are  estimated  as  follows  : 

Lime,  6,6001bs.  at  i  cent   S16.50 

Alum,  600  lbs.  at  2  cents     12.00 

$  28.50 

Daily  cost  of  operating  the  softening  plant,  and 

repairs    1-00 

Pumping  water  from  the  springs  into  the  tanks 

and  conduit  (maximum  lift)   24.00 

Daily  o^^eiation  of  softening  and  delivering  into 

City  reservoir    > $64.50 

Therefore,  the  annual  expense  of  softening  the  Poplar  Springs 
water,  to  the  extent  of  2,400,000  gallons  per  day,  and  of  delivering 
it  into  the  city  distribution  reservoir,  would  be  : 

Interest  on  plant,  at  4% • ^^^'"^J^ 

Repairs  and  renewals  of  buildings  and  machinery.     1,500 
Operation  of  softening  and   pumping,  at  $64.50 

per  day •  • 23,543 

$46,615 
To  ascertain  the  net  expense  of  softening  this  water,  as  against 

supplying  it  unsoftened,  I  append  an  estimate  of  cost  for  supplying 

it  in  it3  natural  condition. 

There  would  be  a  deduction  of  $51,990  for  decrease  of  size  of 

buildings,  in   the   number  of  pumps  and   omis.sion   of  softening 

plant,  etc.     The  total  cost  of  the  work  is  estimated  at  $487,300. 
The  average  daily  cost  of  pumping,  maintenance  and  delivery 

into  the  city  distribution  reservoir  is  $18,  or  $6,570  per  annum. 
Therefore,  the  annual  expense  of  delivering  the  natural  Poplar 

Springs  water  into  the  city  distribution  reservoir  would  be  : 

Interest  on  cost  of  plant,  at  4% $19,492 

Repairs  and  renewr.ls 1.00^' 

Pumping,  at  $18  psr  day 6,570 

$27,062 


iMiumliiiim— till 


29 


chemicals,  the  cost 
'tening  the  artesian 
ts  of  the  plant  could 

r.  Button's  averajje 
y  of  water  (2,400,000 
ber,  soda  being  omit- 

$16.50 

12.00 

$  28.50 

at,  and 

12  00 

;  tanks 
24.00 

ng  into 

$64.50 

jg  the  Poplar  Springs 
lay,  and  of  delivering 
3e : 

$21,572 

lachinery.     1,500 
at  $64.50 
23,543 


$46,615 
this  water,  as  against 
I  of  cost  for  supplying 

for  decrease  of  size  of 
)mis.sion  of  softening 
mated  at  $487,300. 
ntenance  and  delivery 
$6,570  per  annum, 
ing  the  natural  Poplar 
I'voir  would  be : 

$19,492 

1,000 

6,570 


$27,062 


From  the  above  figures  it  is  computed  that  the  daily  cost  of 
softening  2,400,000  gallons  per  day  will  be  $53.57.  Therefore,  the 
co.st  of  .softening  1,000  gallons  of  Poplar  Springs  water  is  2.23 
cents. 

D, — Winnipeg  River, 

The  only  object  in  considering^  this  somewhat  distant  source, 
lay  in  the  reputed  natural  purity  and  softness  of  its  water. 
Instead  of  draining  a  limestone  country,  its  water  passes  through 
a  country  of  azoic  rockp,  such  as  granite  and  gneiss,  which  do  not 
contain  minerals  that  by  solution  materially  harden  the  water.  It 
is  only  necessary  to  tap  the  river  and  bring  the  water  in  its 
natural  state  into  the  City. 

The  nearest  point  at  which  it  can  be  reached  is  above  the 
mouth  of  the  Whitemouth  River,  a  tributary  fi'om  the  south,  and 
about  54  miles  from  the  City. 

It  has  been  suggested  to  go  below  this  point  and  take  the 
water  from  Lac  du  Bonnet,-  requiring  a  conduit  perhaps  10  miles 
longer  and  a  corresponding  loss  of  head  by  friction.  The  only 
justification  for  this  suggestion  would  be  the  advantage  of  allowing 
the  suspended  matter  to  settle  in  the  lake  by  the  reduced  velocity 
of  the  water  in  pa.ssing  through  it,  and  thus  to  get  clearer  water. 
The  turbidity  of  the  water,  existing  during  the  latter  part  of 
the  summer,  is,  however,  mainly  caused  by  very  fine  and  light 
particles  of  vegetable  matter,  and  most  of  these  would  probably 
remain  in  suspension,  unless  the  water  came  to  an  absolute  rest, 
which  it  does  not.  The  additional  expense  of  going  to  Lac  du 
Bonnet  would  therefore  not  be  justified  by  getting  at  best  but  a 
very  slight  improvement  in  the  clearness  of  the  water  during  a 
.short  time  in  the  summer.  A  .survey  was  therefore  made  from 
Brokenhead  River  to  the  nearest  point  where  the  river  could  be 
reached.  Between  the  City  and  Brokenhead  River  the  territory 
was  sufficiently  well  known. 

The  character  of  the  water  cannot  vary  much  between  the 
mouth  of  the  English  River  and  Lac  du  Bonnet,  excepting  that  the 
Whitemouth  River  might  somewhat  decrease  the  purity  below  its 
mouth.  Between  the  English  and  Whitemouth  Rivers  there  are 
many  rapids  and  falls,  as  well  as  bend.s,  which  vertically  and 
laterally  so  thoroughly  mix  the  water  that  its  quality  can  be 
considered  the  .same  anywhei'e  in  the  current.  The  velocity  being 
rapid  th(!  water  must  retain  fine  matter  in  .suspension. 


f 


If 

1:  I 


mill  1 1  li  iiinaMBIfaflatfc. 


:fi::  I 


30 

The  best  point  at  which  to  take  the  water  for  the  City  is  just 
above  the  mouth  of  the  Whilemouth  River.  The  Winnipeg  River 
was  examined  as  far  up  as  three  miles  beyond  this  point. 

The  water  was  carefully  scrutinized  It  had  a  distinct 
brownish-yellowish  color,  was  slightly  turbid  and  full  of  hne 
suspended  matter,  which  was  evidently  of  vegetable  ongia  The 
water  was  frequently  tasted.  Its  taste  was  not  pleasant,  and  in- 
variably slightly  bitter,  which  is  usual  in  waters  containing  much 
vegetable  matter.  No  doubt  for  perhaps  9  or  10  months  in  the 
year  this  water  is  clear  and  very  palatable. 

Samples  for  analysis  were  taken  near  the  point  where  an 
intake  should  be  placed,  and  they  well  represent  the  average  char- 
acter of  the  Winnipeg  River  water  at  that  time  The  analyses 
flnpendix  II)  show  a  moderately  good  water,  but  a  very  high 
ptrSage  of  albuminoid  ammonia,  several  times  the  quantity 
EtTs  considered  permissible  in  England  for  the  dnnking  water 
of  that  coui.try.  But  this  high  percentage,  as  already  stated,  is 
L  to  vegetable  matter  and  is  explained  by  the  large  areas  of 
forests  an3  muskegs  situated  on  its  drainage  area.  The  very  small 
percentage  of  free  ammonia  indicates  almost  no  pollution  by  animal 

matter.  i     ^     -i. 

The  plan  (Plate  III)  and  profile  (Plate  II)  show  the  territory 
over  whic^h  the  water  wiuld  \Le  to  be  brought  to  the  City  The 
elevation  of  the  Winnipeg  River  where  it  could  be  tapped  is  843 
feet  above  sea  level.  The  lowest  elevation  at  which  a  pipe  line 
could  cross  the  high  land  between  the  Winn  peg  -"d  Brokenhead 
rivers  is  940  feet,  or  97  feet  above  the  Winnipeg  River.  Frmn 
this  point  the  pipe  would  fall  163  feet  to  the  City  reservoir,  f  he 
total  length  of  pipe  is  about  285.000  teet.  or  54-  miles. 

The  pipe  should  be  sufficiently  large  and  durable  to  carry,  as 
cumated  .efore,  6,000.000  gallons  per  day,  or  11.14  cubic  eefc  per 
second.  Due  to  the  different  gradients  available,  the  diameter 
would  be  thirty  inches  from  the  Winnipeg  River  to  Birds  HiU, 
and  28  inches  thence  to  the  City. 

The  loss  of  head  in  this  conduit  due  to  friction  is  assumed  at 
0784  per  1,000,  when  carrying  6,000,000  gallons  per  day.  and  at 
0 145  per  l.OOO  when  carrying  2,400,000  ga  Ions  per  day.  If  stave 
pipe  h  used,  the  friction  may  be  slightly  reduced. 

There  would  be  nuu.erous  summits  on  this  pipe  line  where  air- 
escape  valves  would  have  to  be  provided.  The  pipe  is  supposed 
to  be  laid  in  the  ground  so  that  the  minimum  earth  covenng  would 
be  Ci  feet,  or  .so  that  its  centre  would  be  7^  feet  below  the 
surface   to  prevent  the  water  from  freezing.       The  pipe   would, 


! 


inwKiiaMmiiiiwmiiMWtf 


I 


f  for  the  City  is  just 
rhe  Winnipeg  River 
this  point. 

It  had  a  distinct 
d  and  full  of  fine 
igetable  origin.  The 
not  pleasant,  and  in- 
ers  containing  much 

or  10  months  in  the 

the  point  where  an 
!nt  the  average  char- 
time.     The   analyses 
er,  but  a  very  high 
times  the   quantity 
the  drinking  water 
IS  already  stated,  is 
the  large  areas   of 
irea.    The  very  small 

0  pollution  by  animal 

I)  show  the  territory 
rht  to  the  City.  The 
lid  be  tapped  is  843 
t  which  a  pipe  line 
peg  and  Brokenhead 
tinipeg  River.     Frcm 

1  City  reservoir.  The 
5+  miles. 

.  durable  to  carry,  as 
>r  11.14  cubic  feet  per 
iilable,  the  diameter 
River  to  Bird's  Hill, 

friction  is  assumed  at 
Ions  per  day,  and  at 
Ions  per  day.  If  stave 
uced. 

is  pipe  line  where  air- 
The  pipe  is  supposed 
n  earth  cove-ing  would 
5  7^  feet  below  the 
a.      The  pipe   would, 


31 

as  in  the  other  projects,  discharge  into  the  distribution  reservoir 
in  the  City. 

It  is  found  that  the  necessary  total  lift  to  deliver  the  water 
of  the  river  into  the  City's  reservoir,  is  146  feet  for  6,000,000 
gallons  daily,  and  106  feet  for  2,400.000  gallons  daily. 

There  is  an  ample  quantity  of  water  and  depth  of  fall  at  the 
proposed  intake  to  allow  the  pumping  to  be  done  by  water- 
power.  Yet,  to  build  works  for  this  purpose  alone,  and  which 
would  operate  economically  and  without  failure  at  both  high  and 
low  water  stages,  would  be  a  more  expeHbive  undertaking  than 
to  erect  a  steam  pumping  plant  and  use  as  fuel,  wood  which 
abounds  in  the  neighborhood. 

The  cost  of  th's  plant  is  estimated  as  follows  : 

Land  for  pumping  station  and  pipe  line S  2,600 

Preparing  ground  and  roads    1,500 

Intake  works,  well,  etc   .  , 1,000 

Building  for  pumps  and  boilers , 6,000 

Chimney  and  foundations    1,000 

Dwellings  for  men    2,000 

Two    horizontal     triple    expansion   engines, 

with  boilers    19,500 

Pipe  line  to  City,  34  miles   1,246,700 

1,280,300 
Contingencies  and  engineering,  15  percent..        192,100 

$1,472,400 
The  pnnual  expense  of  delivering  the  Winnipeg  River  water 
to   the  extent  of  2,400,000  gallons  per   day,   into   the  City  dis- 
tribution reservoir  would  be  : 

Interest  on  cost  of  plant,  at  4  per  cent $58,895 

Repairs  and  renewals  of  buildings,  pipe  line  and 

machinery 2,000 

Pumping,  at  $25  per  day 9,125 

$70,020 
E. — Comparison. 

It  remains  now  to  compare  the  several  projects  which  have 
just  been  examined,  us  to  the  quantity  and  quality  of  their  water, 
and  as  to  their  relative  economy. 

Both  the  Assiniboine  and  Winnipeg  Rivers  are  so  large  that 
even  at  fieasons  of  greatest  drought  they  can  supply  sufficient 
water  for  the  City. 


£S^S 


i4 


i:;.} 


32 

The  Poplar  Springs  deliver  sufficient  water  for  about  40.000 

.!,«  Rv  Snkin<.  wells  along  the  line  of  the  conduit  this  quan- 
Sv  could  b^  £eKeveral  «^mes.  and  without  question  furmsh 
aufecient  water  for  100,000  persons.  . 

The  artesian  well  supply  can  likewise  f--V.tv7o"Sk 
quantity.  In  order  to  obtain  the  same,  it  is  only  "^J.^jy  f/^^J 
2  sufficient  number  of  wells  in  the  western  part  of  the  City  and 
extend  them  in  a  northerly  direction. 

If  we  compare  the  natural  waters  as  to  P^^f  ^^L^'fy-J"* 
irrespectTve  of™heir  softness,  we  may  place  them  in  the  following 

°'***'' ''      1.  Poplar  Springs.  3.  Winnipeg  River 

2.  Artesian  Wells.  4-  Assmibome  River 

If  we  compare  them  as  to  softness,  we  must  give  them  the 
following  order  :^^^^^  3.  Assiniboine  River. 

2.  PoplarVprings.  4-  Artesian  We  Is. 

them  in  the  followiag  order :  .  .    •      w  lu 

1.  Poplar  Springs.  3.  Arte.uin  Wells 

9   Winnipeg  River.  4.  Assmibo.ne  River. 

Tf  the  hard  waters  are  softened  by  a  chemical  process  and  the 

projects,  as  follows :  . 

^               1    Poplar  Springs.                   3.  Assmiboine  River. 
2    Arfe  wells.                    4    Winnipeg  R.ver. 
Theccstof  softening  1.000  gallons  of  water  in  the  several 
projects  is  as  follows  : 
^  1.     Assiniboine  River 2.22  cent  . 

2.  Poplar  Springs ^^'^  «^"J«- 

3.  Artesian  wells 2.57  cents 

■       These  differences  of  cost  are  .so  slight  as  to  have  hardly  any 

woiffht  in  deciding  upon  the  preference.  ,        „.  u,,„ 

The  "ost  of  softening  any  of  the  Winnipeg  waters   a^  here 

determined,  is  not  so  gi4t.  in   -y.  ^-^'^.'^t  in^E^d.     U 

adoption,  although  it  "^"^V^'^Llllons  Ttrr  per  day  the  est 
ftfainilyof  five  persons  use  300  gallons. uw^^^^^^       cent  per  day. 


t^*iSM'' 


L 


"-''"-^  ■■'j'BJiy.'-'?'«'S™^SK  -, 


er  for  about  40,000 
!  conduit  this  quan- 
ut  question  furnish 

rnish  the  required 
y  necessary  to  sink 
art  of  the  City  and 

lo  palatability,  but 
em  in  the  following 

ipeg  River. 

iboine  River. 

must  give  them  the 

iboine  River, 
ian  Wells. 

iiess  of  these  waters, 
3I  i  lolined  to  place 

lian  Wells, 
liboine  River, 
lical  process,  and  the 
Ul  consider  the  order 
bhfulness  of  all  four 

niboine  River. 

mipeg  River. 

water  in  the  several 

2.22  cents. 
2  2M  cents. 
3.57  cents. 
I  to  have  bardly  any 

lipeg  waters,  as  here 
I,  as  to  prevent  it.s 
cost  in  England.  If 
ater  per  day  tbe  cost 
in  one  cent  per  day. 
;ess  would  reduce  tbo 


33 

carbonate  of  lime  from  28  to  17  grains  per  gallon,  a  reduction  of 
11  grains.  If  we  assume  approximately  that  each  grain  of  car- 
bonate of  lime  per  gallon  increases  the  amount  of  soap  necessary 
for  100  gallons  by  2  ounces,  then,  if  sufficient  soap  is  ordinarily 
added  to  make  the  water  soft,  the  softening  process  proposed  for 
the  City  would  save  IJ  pounds  of  soap  per  100  gallons  of  water 
used  for  washing  purposes. 

Comparing  the  projects  as  to  cost,  I  shall  state  them,  fir.st,  in 
the  order  of  the  necessary  capital  which  must  be  expended  at  the 
outset,  to  deliver  the  water  into  the  city  reservoir : 

NATURAL  WATERS : 

1.  Artesian  Wells 8   107,400 

2.  AssiniboineRiver,  filtered,  ($119,440),...  159,-570 

3.  Poplar  Springs 487,300 

4.  Winnipeg  River 1,472,400 

SOFTENED  WATERS : 

1.  Artesian  Wells S  161,870 

2-  Assiniboine  River,  filtered,  (S123,000) ....  163,130 

3.  Poplar  Springs 539,290 

The  figures  given  in  parenthesis  cover  the  cost  of  u.sing  filters 
that  have  settling  compartments  attached  to  them,  thus  obviating 
the  use  of  large  settling  basins. 

The  Artesian  well  project,  it  will  be  seen,  requires  tho  least 
outlay,  both  when  the  water  is  softened,  and  when  it  is  delivered 
in  its  natural  state,  excepting  in  the  case  where  settling  compart- 
ments are  substituted  for  large  settling  basins  in  the  Assiniboine 
River  soft  water  project. 

Secondly,  the.se  projects  are  given  in  the  order  of  annual 
expense,  including  both  interest  on  outlay  and  cost  of  operation. 

NATURAL  WATERS ; 

1.  Artesian  Wells S  9,670 

2.  Assiniboine  River,  ($15,968) 19,133 

3.  Poplar  Springs 27,062 

4.  Winnipeg  River 70,020 

SOFTENED  WATERS. 

1.  Artesian  wells $32,175 

2.  Assiniboine  River ($34,195)    38,600 

3.  Poplar  Sprnigs 46,615 

This  comparison  indicates  that  the  artesian  well  supply  is  the 
least  expensive,  whether  natural  or  softened  water  is  supplied. 


j^mjttmttmt 


J,  ^j^-f^i^ni^UaiiieBr- 


S4 


XI 


NcxtinoiJerisfche  Assiniboine  River  supply.  Using  small  set- 
Sing  compartments  attached  to  the  filters  the  annual  cos^s 
reduced  several  thousand  dollars.     Owing  to  tl^7°«»«^hat  ex^en- 

mental  character  in  the  use  of  such  ('"'"P*'.^™^"*'^' /   PT^J^Ji^or 
ever  at  the  present  time  to  use  the  larger  figure  for  comparison. 

The  greater  cost  of  the  Assiniboine  River  project  is  accom- 
panied also  with  the  disadvantage,  that  in  its  naturd  state  the 
water  is  obiectionable  at  certain  seasons  ok  the  year  and  that  the 
7uture  may  see  H  ,nore  or  less  polluted.  While  filtration  should 
"e^ovethfs  olfaction  almost  entfrely,  the  l-^ent  danger  will  never 
theless  still  exist,  and  conscientious  care  and  attention  must  be 
exeSed  to  overcome  it.     No  such  danger  exists  in  the  artesian 

water.  ,      .         .    ^„i„ 

It  therefore  appears  t^^^the  artesian   supply   is   not   on^7 
cheaper,  but  also  safer  to  use.  than  that  obtained  trom  the  Assini 
boine  River.  ,    , 

In  view  of  the  advantages  of  soft  over  hard  water  as  stated 
in  the  in  roduct  on.  the  small  expense  per  family  v.ould  surely  not 
be  resisted!  and  I  shall  assume  that  you  will  prefer  the  supply  of 
softened  water. 


UI. 
DISTRIBUTION  SYSTEM, 

Aflpr  the  water,  soft  and  clear  at  all  times  is  deUvered  into 
the  city  reservdr.  i  is  then  necessary  to  distribute  it  m  such  a 
manner  as  to  furnish  the  citizens  with  the  quantity  they  need  and 
also  with  a  fire  pressure. 

It  has  already  been  said  that  for  reasons  of  economy  ^iro 
t,reJure  should  Cfurnished  only  when  required.  At  other  times 
Pressure  shouM  be  mo.lerate  Jnd  reduced  to  a  minimum  during 
the  fatter  half  of  the  night.     (Appendix  IV  A.) 

The  quantity  of  water  consumed  is  greatest  during  the  day 
and  leastTuring  the  night.  The  pipe  and  pumping  system  must 
Xrefo  e  be  p^-oportioned  to  supvly  these  varying  quantities 
K  Tt  is  ass^ume.!.  that  the  maxUum  consumption  .s  one  and 
three  nuarter  times  the  average;  or.  for  a  mean  -uppiv  "f  2.400.000 
gallons  per  day.  it  is  taken  at  the  rate  of  4.200.000  gallons  per  day. 


mtrnm-mmntmimmmmmim 


mmmmtKam 


-  .^i^^g^f^gmMJ^/grM^iii^^fimfigafui^tg^mtxi. 


Using  small  set- 
ho   annual   cost  is 
3  somewhat  ex  leri- 
its,  I   prefer,  how- 
3  for  comparison. 
•  project  is  accom- 
i  natural  state  the 
year,  and  that  the 
lie   filtration  should 
t  danger  will,  ncver- 
attention  must  be 
sts  in  the  artesian 

lupply  is  not  only 
led  from  the  Assini- 

rd  water,  as  stated 
ily  \.  ould  surely  not 
prefer  the  supply  of 


mes,  is  deUvered  into 
istribute  it  in  such  a 
antity  they  need  and 

ons  of  economy  flro 
ired.  At  other  times 
to  a  minimum  during 

jatest  during  the  day 
pumping  system  must 
e  varying  quantities, 
nsumption  is  one  and 
iin  'supply  of  2.400,000 
)0,000  ga'llons  per  day. 


35 

A  distribution  reservoir  is  therefore  required  to  receive  the 
water  from  the  softening  plant  at  a  uniform  rate,  to  store  it  and  to 
enable  the  pumps  to  draw  the  quantity  that  may  be  required  at 
any  moment.     (Introductory.) 

The  capacity  of  such  a  compensating  reservoir  is  assumed  at 
1,000,000  gallons.  While  it  is  usual  to  make  this  capacity  greater, 
so  as.  to  allow  of  a  temporary  stoppage  of  the  delivery  works  for 
repairs,  it  is  thought  that  the  greater  expense  is  hardly  warranted 
in  your  case,  owing  to  the  proposed  method  of  collecting  and  soft- 
ening the  water. 

A  tank  reservoir  is  sometimes  used  in  order  to  allow  the 
pumping  to  be  suspended  during  the  night,  when  the  draft  is  least. 
But  such  a  suspension  is  not  advisable  in  your  city,  unless  the 
tank  were  placed  sufficiently  high  to  furnish  fire  pressure.  Such 
a  height  is  impracticable.  Pumping  must  be  continuous,  and  the 
sole  purpose  of  the  reservoir  is  to  compensate  for  the  irregular 
draft. 

A  stand  pipe  is  sometimes  used  to  equalize  the  varying  pres- 
sures, and  to  relieve  the  pumps  of  sudden  strains  and  shocks. 
Modern  pumping  machinery,  however,  does  not  necessarily  require 
this  safeguard,  as  protection  can  be  provided  in  other  ways.  More- 
over a  stand  pipe  would  not  be  advisable  in  your  climate  for  other 
reasons. 

The  distribution  resejrvoir  should  be  built  underground,  and 
covered  with  masonry  arches  resting  on  piers.  Its  dimensions 
have  been  assumed  at  106  feet  square  and  the  depth  of  water  at 
15  feet. 

The  pumping  station,  at  which  the  water  is  pumped  from  the 
reservoir  into  the  mains,  should  be  the  same  as  that  at  which  it  is 
pumped  from  the  wells  to  the  basin  of  the  softening  plant.  The 
economy  of  operating  a  combined  station  is  apparent.  It  should 
be  located  beyond  the  Fair  grounds  and  near  McPhillips  street. 

The  pumps  have  been  estimated  in  duplicate  and  are  to  lie  of 
the  best  class,  with  triple  expansion,  so  as  to  economize  as  much 
as  possible  in  fuel. 

The  pipe  system  starts  with  a  twenty  inch  main,  and  conducts 
the  water  to  the  inhabited  parts  of  the  city. 

Colonel  Ruttan  has  suggested  a  pipe  distribution  system  for 
this  purpose,  which  I  have  examined  and  can  fully  approve  as 
being  well  adapted  to  give  both  the  quantity  and  pressure  required. 
I  can  also  fully  «ndoi*8e  his  a  1  vice  to  have  no  mains  smallor  than 
si.x  inches  in  tfiameter,  except  in  connecting  two  pipes  from  one 


■MMMMMMMlli 


mi  miiiiii    - 


36 

Wock  to  another,  for  which  purpose  a  four  i^^Jj  P'P«  «*';;^J^  ^^^^^ 
if  1.0  lire  hydrant  is  connected  with  it  No  tour-mch  pipes, 
however,  have  been  included  in  the  estimate  ot  cost. 

Fire  hydrants  in  your  climate  shouUl  be  of  the  post  pattern, 
sothatthejcanbe  readily  seen  when  snow  ««;;«'«  fjf  f^^^^ 
Thev  should,  if  practicable,  have  a  drip  connection  with  a  sewer 
or  with  a  small  pit  provided  for  the  purpose  and  filled  with  coarse 

^"*''The  lencth  of  pipes  necessary  for  a  population  of  40,000 
persons  I  ha?e  estimated  at  65  miles,  while  for  a  Pop«  "^t'O"  °J 
?S"rOO  JersU  this  length  might  have  ^^^  be  in-e^^^^^^^^^ 
^«n^  As  the  buildincs  are  now  somewhat  scattered  ana  as  iney 
Tould  tS  t  suppUed^ith  water,  excepting  those  at  the  outskirts. 
I  did  not  think  it  well  to  estimate  a  smaller  mileage. 

The  number  of  valves  and  hydrants  are  given  at  the  minimum 
allowance  raUs  usually  considered  permissible  for  the  above  pipe 

ft  was  stated  in  the  Introduction  that  the  consumption  per 
inhabiirt.  particularly  when  the  pressures  wi  I  ^e  '--^^ed^^^^^^^ 
not  be  kcDt  as  low  as  the  rate  assumed  in  this  report.  unt..ss  tne 
water  supplied  to  .nsumers  is  metered.  I  have  theretore  allowed 
for  metering  the  entire  supply. 

It  should  be  added  hero  that  the  metres  should  be  the  piop- 
^rtv  of  the  City  No  control  could  otherwise  be  exercised  over 
Uit^m.  nof a  guLnL  offered  that  their  registration   was  fairly 

Tl?  TiT  T:  Sr/tTb^st  thatlhe^e  touM  t"'! 
l^ntipaVltVol'of  ^^UVloSd^n  public  property  and 
TeauirL  the  temporary  removal  of  parts  of  pavements      But 
L^^thesei  vice  pipes   are   entirely   in   the    interest   and   for    the 
riefit  of  the  fesFCtive  consumers,  it  is  proper  that  their  cos 
should  be  borne  by  them  and  that  these  service  pipes  should  be 
considerSi  as  a  diJ^ect  benefit   to   the   property.       ^hc.r  cost  is. 
therefore,  not  charged  to  municipal  plant.  ,      , ,  ,  , 

In  establishing  a  waterworks  plant  provision  should  be  made 
for  a  storehouse  and  repair  shop,  which  arc  necessary  adjuncts  to 

the  distribution  system.  ,.  .  .^  .•  *   «    r,.««^ 

An  estimate  of  cost  of  the  entire  distribution  «yft«'n.  "  Jjf 
of  which  will  answer  for  a  much  larger  population  than  40,0  0 
perrons  is  iiven  Inflow.  It  has  been  the  intention  to  make  this 
Suate  1  b?ral,  so  as  to  fully  cover  all  contingent  expenses.    U 


mmm 


h  pipe  can  be  used, 
'Ho  four-inch  pipes, 
f  cost. 

(f  the  post  pattern, 
covers  the  ground, 
ction  with  a  sewer 
id  filled  with  coarse 

opulation  of  40,000 
for  a  population  of 
ncreased  only  40  per 
attered  and  as  they 
hose  at  the  outskirts, 
nileage. 

riven  at  the  minimum 
)le  for  the  above  pipe 

the  consumption  per 
ill  be  increased,  could 
lis  report,  unless  the 
ave  therefore  allowed 

should  be  the  prop- 
ise  be  exercised  over 
gistration   was  fairly 

lins  to  the  buildings 
,t  there  should  be  u 
I  public  property  and 
of  pavements.  But, 
interest  and  for  the 
proper  that  their  cost 
ervicc  pipes  should  be 
perty.       Their  cost  is, 

vmon  should  be  made 
1  necessary  adjuncts  to 

tribution  system,  most 
population  than  40,000 
intention  to  make  this 
ontingent  e.xpensos.    U 


37 

is  of  course  unnecessary  to  lay  a  greater  length    of   pipe    or  to 
set  more  hydrants  than  may  be  required  at  any  given  time. 

Distribution  Reservoir $45,000 

Pumping  Station : 

Land  S  2,000 

Preparing  grounds    2,000 

Buildings,  foundations,  chimneys,  etc   15,000 

Two  hoiizontal,  triple  expansion,  high  duty 

pumps 76,000 


Distribution  Pipes  : 


4,800  M 
GOOO  .. 
12,.500  M 
27,000  M 
3(),.500  .. 
54,000  I. 
200,000  .. 


18 
10 
14 
12 
10 
•S 
6 


*  60  per  ft.  . 

818,400 

3  80   M 

.   18,240 

y.20   M 

.   19,200 

2.60   H 

.   32..500 

2.10   .. 

.   56,700 

1.70   M 

. .   62,050 

1..W   „ 

70,200 

0.90   .. 

. .  180,000 

95,000 


457,290 


Valves : 


3—20  inch  valves,  in  position,  at  S230    S    690 

486 
472 
1,339 
1,584 
2,079 
3,2.50 
18,981 


3—18 
4—16 
13—14 
18—12 
27—10 
50—  8 
333—  6 


II 
II 
II 
II 
II 
II 


162 
118 
103 
88 
77 
05 
57 


Hydrants : 

3.50—8  inch  hydrants,  in  position,  at  $130    $45,500 
220—6     M  ..  ..  <-     100      22,000 


$28,881 


Meters : 

4950— §  inch  meters,  set  in  place,  at  $12.20  $60,390 

1230—1             ..                   ..             ..     18.30  22,509 

350—1             ..                   .1             ..     24.40  8,540 

60— li           ..                   H             M     42.00  J,520 

10-2            ..                  H            M     68.40  684 


67,500 
$703,671 


$94,643 


#l1i^ 


it: 


38 

Storehouse  and  uiBcfcine  repair  shop ^^'^^" 

$808,314 
Contingencies  and  engineering,  10  per  cent.  ^^'^^^ 

$889,145 

The  annual  cost  of  the  distribution  system,  as  above  estimated, 
will  therefore  be  as  follows :  ao- -ap 

Interest  on  $889,145,  at  4  per  cem^ ^o'lZ 

Pumping  2,400,000  gallons  per  day ^^.JJJJ 

Maintenance  and  repairs ' 

$53,706 

IV. 

UTILIZATION  OF  PARTS  OF  THE  PRESENT 

SYSTEM. 

The  foregoing  investigation  has  been  made  on  the  ««PPOBit^|; 

that  the  franchise  of  the  company  now  supplying  the  city  w  th 

water  soon  expires,  and  that  every  obligation  on  the  part  of  the 

Citv  towards  the  company  then  ceases.  „       .        ,     ^ 

In  such  a  case,  the  City  would  be  free  thereafter  to  adopt 

whatever   ource  of  supply,  and  to  build  whate^;er  sptem  of  di«- 

TributLn  it  might  deem  best  for  its  interests.     The  investigation 

for  a  new  supply  has  therefore  been  made  us  though  the  present 

works  were  wholly  private. 

The  resu'tintr  conclusions  have  indicated  that  another  source 
than  the  present%ne  would  furnish  better  water  and  at  a  less 
exnense  A  question  then  arises:  Cannot  some  P;rts  of  the 
Sent  works\e  embodied  in  the  better  system  ?  1  so  there  is 
So  ntcLli^y  for  duplicating  them,  and  the  City  should  buy  them 
from  the  company  at  a  fair  valuation. 

As  the  pumping  station  of  the  proposed  works  would  be  in  a 
different  locality,  oHly  the  pumping  machinery  and  hlters  might 
perhaps  be  utilized.  .     i     • 

The  pumps  operated  by  the  company  neither  appear  to  be  m 
tirst-class^ondition,  nor  are  they  designed  to  do  ««  economical 
work  as  can  bo  done  by  a  higher  type  of  machinery.     At  the  time 


■MM 


39 


t. 


10,000 

$808,314 
80,831 


$889,145 
,  as  above  estimated, 

$35,o66 

13,140 

5,000 


$53,706 


[HE  PRESENT 


de  on  the  supposition 
plying  the  city  with 
)n  on  the  part  of  the 

e  thereafter  to  adopt 
latever  system  of  dis- 
ts.  The  investigation 
ivs  though  the  present 

jd  that  another  source 
•  water  and  at  a  less 
it  some  p»rts  of  the 
^stem  ?  if  so,  there  is 
City  iihould  buy  them 

d  works  would  be  in  a 
nery  and  filters  might 

neither  appear  to  be  in 
J  to  do  as  economical 
ichinery.     At  the  time 


when  the  franchise  expires,  it  is  a  question  whether  the  present 
pumps  would  be  worth  moving  and  re-erecting  to  perform  so 
important  a  duty  as  would  be  expected  of  them.  I  therefore  do 
not  advise  their  purchase  and  have  estimated  for  new  machinery. 

The  filters  are  of  a  design  which  is  not  well  adapted  to  the 
purpose  of  removing  the  crystaline  precipitate  caused  by  the  soft- 
ening of  the  well  water.  Their  operation  would  be  at  least 
troublesome  and  expensive,  and  I  can  not  recommend  them  as  a 
part  of  the  new  .system. 

On  the  other  hand,  the  pi[  ^  can  largely  be  utilized.  I  am 
informed  that  there  are  a  few  miles  of  old  pipe,  joined  simply  by 
contact  and  without  load.  If  these  pipas  cannot  withstand  the 
increased  fire  pressure,  they  have  of  course  little  or  no  value  in  the 
distribution  .system.  The  other  pipes,  namely,  those  having  joints 
caulked  with  lead,  and  which  constitute  the  major  part  of  the 
system,  are  reported  to  be  in  good  condition.  These  pipes  could 
therefore  be  embodied  in  the  new  works,  wherever  they  allow 
sufficient  circulation  and  pressure.  Where  they  do  not  allow  of 
this,  the  smallest  pipes  could  be  discarded  and  replaced  by  larger 
ones  to  act  as  feeders. 

The  value  of  the  pipes  of  a  distribution  system,  when  they 
have  been  in  the  ground  .for  some  years,  is  of  course  less  than  the 
value  of  new  pipes,  because  their  life  is  limited  by  being  subject  to 
gradual  corrosion. 

The  value  of  the  hydrants  and  valves  is  also  dependent  upon 
their  actual  condition,  and  those  which  are  suitable  might  be 
embodied  in  the  new  system. 


METHODS  OF  PROPORTIONING  THE  PAYMENTS 
FOR  THE  SYSTEM. 

The  total  annual  cost  of  supplying  t' e  city  with  2,400,000 
gallons  of  water  from  Artesian  wells,  us  estimated  above,  is  as 
follows : 

Softened  and  delivered  into  reservoir $32,175 

Distributed  throughout  city 53,706 

$86,881 


HMHIP' 


J- 


-#!B 


40 

At  tMs  plaee  it  U  prop-  '»  «d^  »  annual  ^^l^ow^ee  Jor^ ad- 
rS^^r  ^T-S^^-^Wera^rfSi  *^05,881,  to 

cover  which  a  revenue  must  be  provided.  ,      .  „      . 

T^is   revenue  is  assun.ed  to  be  met  by   the  following  pay- 

™^"*rTUpoUvatlaraepays  for  the  water  ':ised  for  public  pur- 
posesl-su'Jh  a"t:  eXang.  street  sprinkling,  fountains,  sewer 

""■"ty 'the  use  of  meters  or  by  estimate  it  is  P-ticable  t^^^^^^^^^^^^ 

^"rs??SSS€SraSt^: 

='rw^rw:ter!'anT,t*:rbe  .0  charged  in  the  toUowmg 
estimates^  ^^  ^^_^^^,  charge  per  run- 

„i„,iot'„f"ne'»ren'°£S  in  £ro,Jt  li  their  property,  whether  .t 
is  improved  and  water  is  used  or  not.  , 

...it^t^rsf^'S^iSSSS 

assessment  is  $2.oU.     Assurainj,  ^  pc  added  water 

r;n  fnnf  lot  should  have  been  increased  »oU   by  tne  auaeu  w«ti, 
50  toot  lot  s'^o""*,  ";,,     ^    doubted  that  the  real  increase  of  value 

-iTbur^^gn  1.^^^      with^:--; 

Bini  lar  aU«^^"««' ,f"^.  ^^'^  ^^^t  the  asses^^^e  frontage  is  about 
sections,  it  is  "«"f  ^J  ,^3^,^^  lathis  was  assumed  at  65  miles. 
ZTTit  Itr  f  t^^^^^^^  on  both  sides  of  the  pipe.'  at 

Last  4ot00O  K^^^^  f-nt'^^^  ^^'^^^  ^'  '^^^"'^^^^  ^''  '^" '^''^" 
3  Consumers  to  pay  for  the  quantity  of  water  they  use. 
There  can  be  no  question  as  to  the  propriety  of  paying  in  pro- 

valuable  commodities. 


iMBI 


4^ 


"""'Tl'j. 


al  allowance  for  ad- 
h  I  place  arbitrarily 
iture  of  $105,881,  to 

r  the  following  pay- 
used  for  public  pur- 
:lins,  fountaiKS,  sewer 

s  practicable  to  deter- 
1.  As  the  water  does 
purposes,  it  might  be 
arae  at  the  cost  of  the 
rged   in  the  following 

innual  charge  per  ruii- 
ir  property,  whether  it 

ater  main  adjoins  a  lot, 
and  the  cause  of  such 
tor  instance,  the  lot  has 
;s  per  foot,  the  annual 
interest,  the  value  of  a 
50  by  the  added  water 
le  real  increase  of  value 
bo  charge  corner  lots  for 
:tiou  should  be  made  on 
of  the  house  line.     This 
ible  that  a  second  house 
I  feet.    With  this,  or  a 
)n  for   the  street  inter- 
issable  frontage  is  about 
was  assumed  at  65  miles, 
both  sides  of  the  pipe,*  at 
ail  able  for  this  charge, 
ity  of  water  they  use. 
opriety  of  paying  in  pro- 
good  water  supply,  and 
it    of    water  used.     The 
in  America  and  Europe 
)f  measuring  gas  or  other 


41 

Assuming  that  you  will  adopt  this  modern  and  just  mode  of 
charging  consumers,  a  rate  per  1,000  gallons  should  be  fixed  ;  but  as 
mentioned  in  the  Intoductory,  each  consumer  should  be  charged 
with  a  minimum  price,  irrespective  of  the  quantity  consumed,  and 
pay  the  meter  rates  only  for  excessive  quantities. 

You  will  best  know  what  you  would  prefer  to  state  as  a 
minimum  rate,  or  how  to  adjust  it.  For  purposes  of  estimate  I 
shall  assume  that  it  is  placed  at  30  gallons  per  head  per  day.  This 
quantity  of  water  is  nearly  equal  to  that  used  per  inhabitant  in 
London,  England.  It  should  therefore  be  sufficiently  liberal.  On 
the  other  hand,  if  we  compare  it  with  the  cousumption  per  in- 
habitant in  the  United  States,  it  cannot  be  considered  too  liberal, 
and  therefore  a  hardship  upon  the  poorer  classes.  The  average 
private  consumption  per  head  will  be  much  greater,  and,  so  far  as 
the  income  is  concerned,  I  think  it  can  safely  be  placed  at  60  gal- 
lons per  head. 

The  works  as  estimated  are  to  serve  40,000  persons.  There- 
fore, the  revenue  should  be  based  upoL>  this  number.  This 
population,  however,  will  not  be  served  for  a  number  of  years  after 
the  works  have  been  built.  Therefore,  an  allowance  should  be 
made  to  cover  the  deficiency  in  the  revenue.  This  purpose  is 
served,  I  think,  by  proportioning  the  charge  against  consumers 
among  33,000  inhabitants,  or,  assuming  5  jpersons  to  the  family, 
among  0,600  families  or  water  takers.  There  is  at  present  a 
smaller  number  within  the  territory  to  be  furnished  with  water ; 
but  there  may  be  8,000  families  when  the  population  taking  water 
reaches  40,000  persons. 

From  what  has  been  said  regarding  the  method  of  paying  for 
the  works  and  for  the  water  to  be  furnished,  it  is  seen  that  the 
income  is  to  be  deri 'ed  from  three  sources,  the  City  at  large,  the 
abutters  and  the  consumers.  The  City  at  large  is  charged  for 
water,  because  it  does  not  need  to  be  softened,  at  a  smaller  rate 
than  the  consumers,  on  whose  account  the  entire  supply  must  be 
softened. 

The  following  statement  shows  the  probable  income  per 
annum  : 

1.  City  at  large: 

200,000  gallons  per  day  at  12.5  cents  per  M ... .  $    9,125 

2.  Abutters: 

400,000  feet  frontage  at  5  cents  per  foot 20,000 


m 


42 

3.  Consumers  (average) : 

33,000  persons  at  60  gallons,  or  1,980,000  gallons 

pel- day  at  15  cents  per  M 108,o65 

4.  Lost,  or  not  chargeable.  220,000  gallons 

8137,680 
Therefore,  the  annual  charges  would  probably  be  $137,680. 
It  is  thus  seen  that  the  charges  apparently  exceed  the  cost  by 
over  30  per  cent.     In  an  enterprise  like  this  one.  haying  a  few 
uncertain^  factors,  it  is  a  good  business  P^nciple  to  res   jt  «p^ 
safe  basis.    It  is  better  to  assume  high  rates,  ^'^h  a  prol«ib.hty  ot 
reducing  them  in  the  future,  than  to  resort  to  t-e  unpopular 
necessity  of  i'-creasing  them. 

The  rates  can  be  practically  reduced  at  any  time  by  a  "owing 
a  discount   -or  prompt  payment.     The  following  statement  shows- 
the  resu"t  when  20  per  cerit  is  allowed  the  abutters  and  consumers 
for  thts  prou.ptness,^nd  supposing  that  every  one  were  to  avail 
himself  of  the  privilege  : 

^.^      .  ,  $    9,125 

City  at  large ^^^^^ 

Abutters ■ ^.r.  041 

Consumers  (average) ______ 

$111,969 

While  this  figure  still  exceeds  the  estimated  cost,  it  js  wise  to 
keep  it  in  exce.ss, "patticularly  at  the  beginmng  of  the  period  when 
the  water  takers  are  comparatively  few  and  the  outlay  is  great 
In  flct  the  privilege  of  a  discount  should  depend  upon  the  actud 
tacc,  line  P"J^'   S  ,  .,      amount  of  the  discount  should  be 

Tntuy  flfed  4thTci';^(S»dl,  in  aecord»nce  with  the  necea.- 
ities  of  the  case. 

It  was  stated  to  me  that  many  of  the  P°°'«\  *^";"'f  "^ 
furnished  with  hard  water  by  watermen  at  the  rate  of  2o  cents 
n^  barrel  which  is  furthef  said  to  last  them  about  a  week. 
&s  thev  pay  about  $12  per  annum.  For  the  same  money 
Sie  city  c^n  furnish  them  with  many  times  this  quantity  of  clear 
and  soft  water  throughout  the  year. 

Let  us  suppose  that  a  family  does  not  use  more  than  30 
gallons  per  head  or  in  all  150  gallons  per  day  At  this  rate 
C  woS  d  consume  5*,750  gallons  per  annum.  They  may  choose 
toTake  advantage  of  a  20%  discount  for  prompt  payment  or  not. 


■M 


L. 


lions 


108,555 


S137,680 

bly  be  $137,680. 

exceed  the  cost  by 

one,  having  a  few 

>le  to  rest  it  upon  a 

ith  a  proUability  ol: 

to  t'^e  unpopular 

ly  time  by  allowing 
ig  statement  shows 
[iters  and  consumers 
J  one  were  to  avail 

....%    9,125 

16.000 

86,844 

$111,969 

,ed  cost,  it  is  wise  to 
of  the  period,  when 
the  outlay  is  great, 
end  upon  the  actual 
e  discount  should  be 
,nce  with  the  necess- 

poorer  families  are 
the  rate  of  25  cents 
them  about  a  week. 
•  the  same  money 
ihis  quantity  of  clear 

»t  use  more  than  30 
day.  At  this  rate 
1.  They  may  choose 
(rapt  payment  or  not, 


43 

provided  the  city  can  give  this  reduction.  They  may  reside  on  a 
25  foot,  or  on  a  50  foot  lot.  The  annual  payments  und  these  four 
conditions  would  be  as  follows : 

50  foot  lot,— 

No  discount .' $10  71 

Discount 8  57 

25  foot  lot,— 

No  discount 9  46 

Discount ^ 7  57 

It  is  thus  seen  that  the  poorer  classes  would  have  but  a 
moderate  rate  to  pay,  and  get  an  ample  supply  of  water  therefor. 

I  have  assumed  a  constant  meter  rate,  whether  the  consump- 
tion is  lai-ge  or  small.  Sometimes  large  consumers  are  given  a 
lower  rate.  This  practice,  however,  is  not  just  to  the  small  con- 
sumers, ajs  the  cost  of  furnishing  the  water  is  practically  the  same 
per  gallon  in  one  case  as  in  the  other. 

It  should  be  added  that  the  question  of  water  supply  must 
also  be  considered  as  to  its  influence  on  fire  insurance  rates.  If  a 
good  lire  pressure  over  the  entire  city  can  be  furnished  there  will 
be  a  marked  reduction  in  these  rates,  which  will  somewhat  offset 
the  water  rates. 

In  conclusion,  it  should  be  said  that  the  cost  of  water  per 
1,000  gallons  decreases  as  the  consumption  increases.  Therefore, 
the  above-mentioned  rates,  which  have  been  based  on  a  consump- 
tion of  2,400,000  gallons  per  day,  while  they  may  not  allow  of 
being  discounted  at  first,  they  may  allow  of  even  a  greater  discount 
than  the  one  given  above,  when  the  consumption  becomes  greater. 
For  this  reason  it  was  not  thought  necessary  at  present  to  estimate 
the  actual  cost  of  supplying  water  for  a  population  of  100,000 
persons. 

It  must  also  be  stated  that,  as  instructed,  no  allowance  has 
been  made  for  a  sinking  fund  to  pay  off  the  debt  which  must  be 
incurred  for  the  works.  As  the  machinery  and  other  perishable 
parts  thereof  must  in  time  be  replaced,  new  appropriations  will  be 
therefore  required. 

Thei8  have  been  several  assumptions  made  in  this  report 
merely  for  the  purpose  of  illustrating  certain  features  or  con- 
clusions. It  is  practicable  for  you  to  change  those  assumptions 
which  do  not  pertain  to  strictly  engineering  questions  if,  in  your 


44 

wisdom,  othera  would  bettor  accommodate  the  citizens.  I  t^u^t  that 
I  have  stated  such  cases  with  sufficient  clearness  so  that^^^ 
whatever  change  you  might  make,  you  can  still  follow  my 
anniment  to  its  legitimate  conclusion. 

Respectfully  presented, 

RUDOLPH  HERINO. 


Attached  to  this  report  arc  j 

Appendix    I,— Canadian  Pacific  Well  Test; 
II,— Chemical   A.nalyse3 ; 
III,— Dr.  Button's  Report  on  Softcnirg 
Winnipeg  Waters. 

"        IV, — Assumed  Data  and  Prices. 

Plate    I, -Profiles  of  Artesian  Wells; 
«.      II,— Profile  of  Conduit  to  Poplar  Springs; 

Profile  of  Conduit  to  Winnipeg  River; 
«    III, Plan  showing  Conduit  Lines. 


^-UJt 


mmmm 


mmm 


iizens.  I  trust  that 
less,  so  that,  with 
i    still    follow   my 

ed, 

OLPH  BERING. 


Test ; 

I  Softcnirg 

!S. 
) 

ir  Springs; 
lipeg  River; 

es. 


APPENDIX  I. 
Test  of  Canadian  Pacific  Railway  Well. 


Winnipeg,  Ist  April,  1897. 

From  18  o'clock,  March  27th,  until  IS  o'clock,  March  2Sth,  no 
water  was  pumped,  and  at  the  end  of  this  time  the  water  in  large 
well  had  risen  to  within  a  few  inches  of  the  ground  level. 

From  13  o'clock,  March  29th,  till  13  o'clock,  March  30th,  the 
large  Dayton  pump  in  the  engine  room  was  kept  pumping  contin- 
uous'y  up  to  its  greatest  capacity,  drawing  water  from  the  large 
well,  and  also  from  the  old  well  between  engine  room  and  car 
shop. 

The  level  of  the  water  was  measured  each  hour  and  is  given 
below.  At  the  end  of  the  24  hours  it  had  not  gotten  quite 
down  to  the  suction  valve,  as  the  combined  flow  of  the  two 
wells  was  more  than  the  pump  could  overcome. 

At  12:30,  March  30th,  the  old  we'd  was  shut  off  from  the 
pump,  and  water  pumped  from  the  large  well  only,  when  the 
water  rapidly  sank  in  the  large  well,  and  was  kept  within  a 
short  distance  above  the  suction  valve  for  24  hours,  from  I* 
o'clock,  March  30th,  till  15  o'clock,  March  31st. 

Two  tests  were  made  to  determine  the  slip  of  the  pump,  the 
strokes  being  counted  for  one  hour  while  water  was  pumped 
into  the  tank  and  note  taken  of  the  volume  of  water  pumped, 
the  first  test  being  made  when  the  water  was  just  covering  the 
suction  valve,  and  the  second  when  there  were  about  12  feet  of 
water  over  the  suction  valve.  These  gave  1.88  and  1.78  Imperial 
gallons  respectively  for  each  stroke  of  the  pump,  or  an  average  of 
1.83  Imperial  gallon.s.  The  diameter  of  pump  barrel  is  7|", 
stroke  H", 


iwiwwiiMliiwy' 


emttt^Ji'* 


i. 


.wS^^ 


.-;-([»*■ 


46 
n,irin(T  the  24  hours  from  13  o'clock,   M«rch   29th,  to  13 

Durincr  the  24  hours  from  14  o'clock  March  30th,  to  1*  J^idck 
Mar^Tsist,  the  pump  made  82,740  strokes,  or  an  average  of  57.46 
Plr^kes  pcr'minu^te.  ^At  1.83  gallons  f  J  ^^'^^^  ^'neTmLte 
151.414  gallons  per  24  hours,  or  about  lOo  gallons  per  mmute 

The  average  pressure  of  water  in  the  discharge  FPe  jj  th« 
pump  was,  during  the  first  2t  I'ours'  test  about  50  PO»^d  Per 
square  inch,  and  during  the  second  24  hourS.aboutJO  pounds  per 
square  inch.  The  pump  could  not  be  run  so  ^^f  <>/"""»  the^^sT^^^^ 
24  hours,  as  during  the  first,  as  the  Ap.'^  »«  ^ater  into  the  well  was 
not  sufficient  to  keep  the  pu-p  supplied  at  that  pace. 

Attached  are  tables  showing  the  level  of  the  water  m  well 
and  the  speed  of  pump  at  various  times  during  the  test. 

A.  C.  Frith, 

Assistant  Can.  Pac.  Ry.  Co. 


MM 


mtm 


47 


dwrch   29th,  to  13 
okes,  or  an  average 
r  stroke  this  would 
gallons  per  minute. 
30th,  to  U  o'clock 
an  average  of  57.46 
this  would  come  to 
jns  per  minute, 
scharge  pipe  of  the 
jout  50  pounds  per 
bout  30  pounds  per 
jt  during  the  second 
er  into  the  well  was 
it  pace. 

,f  the  water  in  well 
the  test. 

it  Can.  Pac.  Ry.  Co. 


Distances  of  Water  Below  Platform  in  Well, 

(Platform  is  13.1  feet  below  the  ground  level.) 


Water 

Water 

Dute. 

Time. 

Level, 
Feet. 

Date. 

Time. 

Level, 

Feet. 

1897. 

1897. 

March      29 

13.15 

2.25 

March      30 

13.35 

11.92 

M 

14.15 

4.25 

11 

14.10 

1108 

M 

15.15 

645 

II 

15.15 

11.55 

II 

1G.15 

7.84 

II 

16.15 

1190 

II 

17.1i^ 

8.G8 

II 

17.15 

11.10 

II           < 

18.15 

8.76 

II 

21.00 

8.51 

„ 

1£.15 

8  60 

M 

22.00 

8.66 

II 

20.15 

S.90 

II 

23.00 

9.69 

II 

21.15 

8.79 

;i 

24.00 

10.47 

II 

22.15 

9.33 

March      31 

1.00 

10.76 

II 

23.15 

9.60 

II 

2.00 

10.84 

March      30 

24.15 

8.89 

II 

3.0'.) 

10.86 

II 

1.15 

9.60 

II 

4.00 

11.02 

11 

2.15 

10.00 

II 

5.00 

11.04 

II 

3.15 

10.66 

II 

6.00 

10.61 

II 

4.15 

11.00 

II 

7.00 

10.60 

11 

5.15 

11.16 

II 

8.00 

11.05 

II 

G.15 

11.30 

It 

9.00 

11.60 

II 

7.15 

10.68 

II 

10.00 

11.70 

II 

8.15 

9.62 

II 

11.00 

11.72 

II 

9.55 

9.00 

II 

11.45 

11.50 

II 

10.45 

8.80 

II 

13.00 

11.46 

II 

11.45 

9.06 

II 

13.50 

11.05 

II 

12.50 

9.45 

11 

14.55 

9.85 

II 

1315 

11.30 

Noi'K.— At  tl.OS  feot  below  platform  the  Huotlon  valvo  beKins  to  draw  nlr. 


48 


1r!l  ' 


Number  of  Strokes  made  by  Pump. 


Date. 


1897 

March  29, 

n 
M 
•I 
M 
I 

I) 
It 

March  30, 


It 

M 
II 
II 


Time. 


13.00 
13.49 
14.37 
15.00 
16.09 
16.55 
17.40 
18.30 
20 .  58 
22.15 
7.19 
7.33 
8.00 
8.. '2 
9  35 
10.25 
11.37 
13  00 
1?.40 


No  of 
Strokes. 


0 
2000 
4000 
5000 
8000 
10000 
12000 
14000 
♦20000 
23100 
48500 
49000 
5000(» 
52000 
54000 
55500 
58350 
G2100 
G2950 


DlitC. 


1897 
March  30, 


March  31, 


II 
II 
II 
II 


No.  of 
Strokes. 


0 
2240 
6000 
7700 
11840 
12000 
29100 
30000 
31000 
32000 
34300 
35000 
36200 
37800 
40000 
41370 
42000 
42600 


pump  Hlr^ken  not  counted  between  .i.:40  «m,  U  VHocU  on  March  mh. 


iiiTnitMl 


■■■■■■■■■■nMii 


Pump. 


0 
2240 
6000 
7700 
11840 
12000 
29100 
30000 
31000 
32000 
34300 
35000 
36200 
37800 
40000 
41370 
42000 
42000 


cm 


oiU  on  March  ilOth. 


^ 

e> 

St 

« 

(5 

5? 

•     5! 

9 

f» 

& 

Vi 

^ 

i 

ee 

t» 

0) 

o 

.to 

111 


«8    5-3 


1    .-^ 


g 


Sd  2 
a      e 


00 


d 


i  «  * 


£  0 


CS    u 


-IS   P 


■V  ". 


S2 

Edd 
S      !2 


O 

13        O  1(5 


a 
o 


Id 


!$ 


d 


i 


us 


T 
s 


s 


.sp.s  -  8 


^11 --'Sf 

^  JS        u  TS     . 

B  c  -  w  y  >' 
S  o  «  g-o 
S  t,  >  -3  5 

-  §  S  8  •?  2 

<n  u  P  .X-  5  V 


a 


o 


a. 

9 
O 

u 

I 

a. 
o 
u 


a 

* 


ct: 


■a 


9 

X 


? 


e6 


to 


1^ 


CO 

<o 

e 

© 

d 

o 

as 

s 

^•4 
*-4 

s 

^4 

>» 

>> 

B 

o 

* 

V 

ii 

1 

§ 

i^ 


n 


u)    l«      . 

•V          V 

73 

B   ^.  C 

S  ■" 

5  mS  ■ 

-.5    B 

.S    V 

xhib 
flow 
mat 

M 

U 

i 

g 

1 

1 

(!^ 

^ 

-<1 


3  "" 


Efc^ 


« 
m 


5i 


U5 


—     c 


5 


i5 


_S5. 


^ 


S 


3 


5    t~>    S 
Si    S    ^ 


S 


o 


o 


58 

6o 


0 

<o 

1^ 

» 

o 

i 

o 

i 

8 

■4 
-■4 

S 

■4 

>« 

>» 

J^ 

§ 

a 

0 

w 

V 

ii 

c4 

^ 

» 

» 

ha 

W 

8^ 

Zji 

oS 

•  w 

*-*  o 

.^% 

.^S 

aa 

cc 

•k 

U)     « 

•o 

<i) 

"C 

°3 

&5J 

u 

c 
a 

c^ 

&! 

B   .. 

a  i/i 

•S.^ 

.S    V 

1° 

e 

M 

_  w     .... 

s 

§ 

s 

a 

X 

<5 

0 

s 


o 
d 


8 

d         d 


s 

d 


d 


O 

d 


o 
d 


o 

d 


2    gJ     «       2 
c      o      H         » 


o 


s 


8        2 


5 

CO 


0  e 

a  *    ■ 

Ml 

o-c.S 


I 

a 

E 


• 

^ 

^ 

«' 

^ 

9 

a 

•"I 

<i 

< 

nMMIb 

■■tikiHiMtiAi^^' 

o.S 

l§ 

c  ■<« 


"3  * 
o  ^ 

X^u;  be 

B    15    B 

ill 


Bright 
less, 
men 

03 

a. 

a 

g. 

<:2 

V 


35 


en 
g 


>£ 


a 


§ 

a 

S 


<     < 


T'51 

xS 


a 
< 


t/t 


U3 


S  o 

£         Q 


9'  >, 


_?*    Ill 


..    .  a.t  b 


'•"2 


u        ^ 


>  c  ST     a  S  0  •! 

u  5 

n^~.S  C  «  o  8 


5  Ja- a  o  »  Ji  bi 
iS-oS  °  "  u  2  " 

8    S.§ss 

~    B  "13.3  S 


e 

a 

-o'S, 


«    41  " 

S  "I—  » 


3 
o 


a. 
o 


a 
a 

a 


•5 


4; 

o 
K 

1 


i 


I 

M 

w 


c 


1  1 

&  &  & 


u 

•c 

c 
u 


a          S'i 
Q  . 


1! 

us      „- 


3        ^r.     -y-.     <        2 


52 


APPENDIX  III. 

Abstract  of  a  Report  by  Dr.  Huttoii  on  the  Softening  of 

Winnipeg  Waters, 


To  render  the  water  from  the  Artesian  wells  of  Winnipeg 
satisfactory  for  domestic  pvrposes,  treatment  with  a  mixture  of 
milk  of  lime  and  a  solution  of  carbonate  of  sodmm  would,  in  my 
opinion,  be  the  best  and  most  available  process. 

The  quantities  of  materials  required  are  as  follows : 

Lime.  300  to  350  lbs.  per  100,000  gallons.  Sodium  carbonate, 
40  to  50  lbs.  per  100,000  gallons. 

A  very  simple  test,  whereby  it  may  be  known  when  the 
proper  quantity  of  lime  has  been  added,  is  as  follows  : 

A  few  drops  of  a  5  per  cent  solution  of  nitrate  of  silver  added 
to  the  treated  water  causes  the  formation  of  a  faint  yellow  pre- 
cipitate. The  color  of  this  precipitate  is  white  when  insufficient 
lime  has  been  used,  but  is  brownish  when  too  much  lime  has  been 

added.  .        .x  a-        *  i- 

To  make  the  treatment  sucessful  thorough  agitation  of  tne 
water  after  adding  the  softening  materials  is  essential.  1  he  lime 
and  the  soda  should  be  prepared  separately,  but  may  be  added  to 
the  water  at  the  same  time.  A  small  quantity  of  alum  would 
hasten  the  settling,  but  is  not  absolutely  necessary,  because  of  the 
absence  of  organic  matter. 

The  Poplar.Spring  water  could  be  sufficiently  softened  by 
the  addition  of  milk  of  I'me  alone,  and  would  require  about  260 
to  800  lbs.  of  lime  per  lOU.OOO  gallons.  There  is  very  little  differ- 
ence in  total  hardness  between  this  spring  and  the  present  water 

The  follo'-ing  observations  on  the  rate  of  clarification  with 
lime  alone  have  been  made : 

Ross  Ave  Well— One-third  of  a  30-inch  tube  was  com- 
paratively clear  in  four  minutes;  the  whole  of  the  tube  was  com- 
paratively clear  in  25  minutes,  and  had  completely  settled  m  lo 


m» 


Sohening  of 


s  of  Winnipeg 
b  a  mixture  ol 
n  would,  in  my 

)ws: 

lium  carbonate, 

)wn  when  the 
'S : 

of  silver  added 
unt  yellow  pre- 
hen  insufficient 
1  lime  has  been 

agitation  of  the 
itial.  The  lime 
nay  be  added  to 
of  alum  would 
r,  because  of  the 

ly  softened  by 
quire  about  250 
^ery  little  differ- 
te  present  water 

ilurification  with 

tube  was  com- 
e  tube  was  com- 
ely settled  in  15 


S3 

hours.    An  addition  of  0.025  parts  of  alum  per  1000  paiis  of 
water  caused  settlement  in  4*  hours. 

Poplar  SPRiNG.-One-third  of  the  tube  was  comparative  y 
clear  in  four  minutes;  the  whole  of  the  tul^  was  cj^P-f-^y 
clear  in  40  minutes,  and  had  completely  settled  in  18  hours.  An 
addition  of  0.025  parts  of  alum  per  1000  parts  of  water  caused 
settlement  in  five  hours.  ,  ^    ^  ,         x 

After  softening,  the  water  is  bright  and  clear  and  tasteless  at 
room  temperature.  *"  When  lime  alone  is  "^ed  ^he^"^/ «^*^f '^ 
;?.niminuti  .1  of  calcium  and  magnesium  carbonates  by  about  60 
per  ceT  Thirty  pounds  of  lime  fdded  to  10.000  gallons  of  water 
would  give  a  deposit  of  61^  lbs.  of  calcium  carbonate. 

When  sodium  carbonate  is  added  as  well  as  lime  it  reacts  on 
the  sulphates  of  calcium  and  magnesium,  changing  them  into  the 
ess  so  uWe  carbonates,  and  leaves  in  solution  an  equivalent  quan- 
tity of  "odium  sulphate  which  1^  very  soluble,  harmless  and  non- 

soap-destroying.  .,      .     j  c 

The  addition  of  the  soda  further  decreases  the  hardness  of 

the  water  from  10  to  20  per  cent. 

The  rate  of  settling  of  the  precipitates  would  be  more  rapid 

in  shallow  than  in  deep  tanks,  and  much  more  rapid  in  tanks  than 

in  the  glass  tubes  used  for  experiments. 

(Signed)        W.  A.  B.  HUTTON. 
Winnipeg,  July  17th,  1897. 


APPENDIX  IV, 

A^Data  assumed  for  purposes  of  comparison  and  for 
estimating  cost  of  works. 

Ij„.edi.te  p.rovUi.io„  i^TZ. JOOOO  person. 

Future  provision  tor iw.vw  ,/« 

Water  prehsures :  ^    .    ,     • 

Fire  pressure.  75  lbs.  per  square  inch  at  hydvants  in  business 

centre,  and  10  adjoining  fire  streams,  each  35  cubic  feet 

per  minute. 
Ordinary  domestic  pressure,  30-40  lbs.  per  square  inch. 
Minimum  night  pressure,  20-25  lbs.  per  square  inch. 


-_safis 


u 


Consumption  per  head  per  day  : 

Imperial 
Gallons. 

Cubic  Peet. 
(Approx.) 

Average  rate, 

60 

9.6 

Maximum  rate, 

105 

16.8 

Immediate  total  provision  per  day: 

Averaj3;e  rate, 

2,400,000 

384,000 

Maximum  rate, 

4,200,000 

672.000 

Future  total  provision  per  day : 

Average  .  te, 

6.000,000 

960,000 

Maximum  rate, 

10,500,000 

l,od0,000 

APPENDIX  IV, 

B, — ^Prices  assumed  for  labor,  material,  land,  etc,  in  estimate 
ing  cost  of  the  works,  in  consultation  with  Col, 
H.  N.  Ruttan. 


Excavation,  Etc.  : 

Earth,  in  trencho-s S 

Earth,  with  boulders,  part  of  conduit  line.  .     1 

Muskegs 

Rock,  limestone  in  trench 2 

Rock,  granite  in  trench  . ,    3 

Excavation  for  reservoirs,  etc. 

Removal  pf  surplus  earth 

Sodding  over  Distribution  Reservoir 

Ma:;10>IHY,  Etc.  : 

Brick  laid  in  Portland  cement 20 

Brick  laid  in  Portland  cement  (700  brick  per 

cubic  yard) 14 

Concrete,  piers,  B.rches,  bottom  and  walls  of 

reservoir 8  00  to  10 

Stone  masonry 16  00  to  20 

Cement  (400  lbs.  put  bbl,  delivered  in  city)     4 
Sand,  in  quantity 1 


30 

per 

cu. 

yd 

00 

(( 

( 

60 

(I 

1 

60 

it 

f 

50 

(I 

< 

25 

t( 

t 

25 

<i 

t< 

15 

per 

sq. 

yd 

00  per  M. 

00  per  cu.  yd. 

00    '• 

00    " 

00  per  bbl. 

00  per  cu.  yd. 


t. 


"•immmmmmim 


MWWWaWIWIMl(IIIIIIIWlWI>llllll»Wi 


Cubic  Feet. 
(Approx.) 

9.6 
16.8 


384,000 
672,000 

960,000 
l.odO.OOO 


tc„  in  estimate 
ion  with  Col. 


30  per  cu.  yd. 

1  00  " 
60     " 

2  60     " 

3  50  " 
26  " 
25     " 

15  per  sq.  yd. 

0  00  per  M. 


4  00 

per  cu. 

yd. 

0  00 

t. 

" 

0  00 

(( 

<t 

4  00 

per 

bb 

. 

1  00 

per 

cu. 

yd. 

55 

Brick  (delivered  anywhere  in  city) 10  50  per  M. 

2  inch  tile  drains,  laid OS  per  foot. 

6  inch  drains,  laid i  "j.* '  -i" " " 

Asphalt  waterproofing  for  roof  of  distribu- 

^  ..  ^  •        ~  40  ner  su-  'V'J. 

tion  reservoir n,V  ^     m 

Lumber  and  timber  framed  in  structures  . .   30  00  per  M. 

Lumber  and  timber,  f.o.b.  Winnipeg 18  00 

Pipe,  Castings,  Etc.  : 

Cast-iron  pipe,  f.o.b.  Winnipeg !i^32  00  per  ton. 

Hauling  pipe  in  city f      „ 

Special  castings '  4A  per  lb. 

Lead «       « 

Wrought  iron,  bars,  straps,  bolts,  etc " 

Valves  AND  Hydrants  :    (Chapman  Valve  Co 

•  36  inch  stop  valves,  f.o.b.  Winnipeg 576  00  per  valve, 

nn  It  «  "  "  ioi    OU 

ri     ,<      .<       «        «      112  00 

:l      «       «      .  «         "       70  00 

:?  .:  «  .<  '  55  00 

•  I  ,.  ..  «  «  42  00 

,0  «  "  «'  "  ......  31  00 

^^  .<  .,  «  «'  21  00 

g  u  «  .'  "  13  00 

24  inch  check  valves,  f.o.b.  Winnipeg  ....  273  00 

«     •<         i<  "  "  "  ....      22  00 

8     "     hydrants,  "  '•  .•.•     f  ^Operhydr'nt 

a     "  "  "  ....      bi  01) 

Water  Mains  in  City  : 

6  inch  pipe  laid,  incl.  valves,  connections,  &c  8     90  per  toot. 

J.      ,r  ^     <<        "  ■'        "     1 30 

,«  «  ..  «  «  "  1  70 

VL  „  «  «  «  '  2  10 

{2  «  "  "  .   "  '   "  2  60 

}:  ..  ..  "  «  "  3  20 

tL  ..  «  «  "  "  3  80 

10  <.  «  "  "  ■'  4  60 

Fuel,  &c;.  :  «,  .«     j 

Cordwood,  at  Winnipeg  River.      . SJ   oO  per  cord. 

Cordwood  in  City  or  at  Poplar  Springs ....     u  00 

Coal,  bituminous  (Pcnn.) 8  00  per  ton. 


66 


Chemicals,  in  large  quantities. 

Soda • 1  cen<>  V^^  ^^^ 

Alum 2  cents      .• 

Lime i  cent       .. 

Lime 15  cents  per  bushel  of  60  to  70  lbs. 

Land,  Etc.  : 

Near  present  pumping  station $1,000.00  per  acre. 

McPhillips  street 300.00 

Strip  of  land  for  artesian  wells 250.00 

Conduit  line  to  Poplar  Springs 20.00 

Conduik  lino  to  Winnipeg  River 5.00 

At  Popiar  S;irings *0.00 

Pumping  station  site  at  Winnipeg  River. .  1,000.00 

Wages,  Salaries,  Etc. 

Common  labor 16c.  to  l1\c.  per  hour. 

Skilled  labor 25 

Bricklayers 50  m 

Carpenters  (ordinary) 26  u 

Masons 50  u 

Salaried  Men  :  Foremen SJIOO.OO  per  month. 

Common  laborers 40.00  « 

Engineer  at  Pumping  Station      120.00  n 

Asst.  II  II  .11  75.00  II 

Firemen  n  "•  6000  h 


I    ■■■■I    JMiBBiigWaB 


;~*  -,T^iVi^S»fc..rf««*-*M 


, .  1  cent  per  lb. 
.  2  cents      » 
.  \  cent       M 
of  60  to  70  lbs. 


300.00  per  acre. 

300.00 

250.00 

20.00 
5.00 

40.00 
)00.00 

17^.  per  hour. 

25 

50  M 

25  M 

50  i< 

0.00  per  month. 

[).00 

O.OO  .1 

5.00  t. 

000  M 


Approximate  Section  near  Nona  and  Powers  Sfs. 


Approximate  Section  on  line  of  Can  Pac  Rwy. 


PlaleJ 

To  aeeomjxmjf-Rep^ 
(^ Rudd^Herin^.  IS3T. 


nv^K^n^ 


■SMI 


'  ^  ItlUM-laHMI 


HMMH 


•''f^.^^f^f^t. 


..jj^ufca^kw*^--^ 


I 


TKsmm^mwfSimfswifmssm^'^mi'f'^yi^'m.-v'i^mjy-  ■>*« 


■^I'a^SSK^i^i^fflESEJK'^ 


PlcOeM 

Plan  shDwing  CoruMt  lines  w  Poplar  Springs  and  Winnipeg  Bii/er. 

to  acwmpany  Report  of  Rtidjolptv  Herlng,  1897. 


l5Mt 


SCALE. 


